ML20090L763
| ML20090L763 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 07/17/1978 |
| From: | BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML17198A223 | List:
|
| References | |
| CON-BOX-04, CON-BOX-4, FOIA-84-96 7220-C-210(Q), NUDOCS 8405260056 | |
| Download: ML20090L763 (100) | |
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~k Nf jg TECHNICAL SPECIFICATION s
FOR Ig Im PLANT FOUNDATION EXCAVATION AND J
COOLING POND DIKES FOR THE gg CONSUMERS POWER COMPANY' is MIDLAND PLANT, UNITS 1 AND 2 5
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DATE REVISIONS SY kHn*0 AP 'O N O.
DATE REVISIONS RY CHK'O APP'O FACING SHEET JOB No 7220 PIRE EXNnTION EXCAVATIci Km n cv.
Q)OLDI3 PO?D DII23 Spedifibation CGENTIS PGG C2TNE
.k 7220-C-210 7
MIDEN1D PIRE LUITS 1 No 2 Shoct 11 MIDIND, MICIIGM1
7220-C-210 Revision 1 s
TABLE OF CONTENTS FOR PLANI FOUNDATICN EXCAVATION AND COOLING POND DIKES FOR THE CONSUMERS POWER COMPANY MIDLAND PLANT, UNITS 1 AND 2 MIDLAND, MICHIGAN
' TITLE PAGE
1.0 INTRODUCTION
1 l
2.0 CODES AND STANDARDS 4
3.0 MOBILIZATION 4
4.0 RIVER POLLUTION 5
5.0 CARE OF WATER 5
6.0 CLEARING CRUBBING AND REMOVAL OF STRUCTURES 7
1.0 SEALING DELLS AND dXPLORATORY ROLES 12 8.0 EXCAVATION 18 l
9.0 SLURRY TRENCH 26 10.0 FOUNDATION PREPARATION 34
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11.0 EXISTING. EARTHWORK - RECONDITION 36 12.0 DIKE AND RAILROAD EMBANKMENT CONSTRUCTION 39 13.0 PLANr AREA BACKFILL AND BERM BACKFILL 56A 14.0 GROUT l
59 15.0 SEEDING 60 16.0 QUALITY ASSURANCE PROGRAM REQUIREMENTS 63 17.0
. MISCELLANEOUS STRUCTURAL WORK AND OTHER DRAINAGE ITEMS 64 18.0 TEMPORARY CONSTRUCTION LAYDOWN AREA 74 a
9 7220-C-210 Revision 0 SPECIFIC CONDITIONS POR PLANT FOUNDATION EXCAVATION AND COOLING POND DIKES FOR THE CONSUMERS POWER COMPANY MIDLAND PLANT, UNITS 1 AND 2 MIDLAND, MICHIGAN J
1.0
_ Introduction initially started in 1969 and stopped in 1970 Ea under these Specific Conditions are essentially a Work continuation of the initial work, updated to reflect work completed to date.
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i 1.1 Work Included The work consists of, but is not limited to all plant, labor, technical services, superv,isionfurnishing materials and equipment and performing all operations neccssary and required to perform the following:
I 1.1.1 Project reactivation work to inspect, prepare and/or remove earthwork placed under original earthwork subcontract.
4 1.1.2 shown on the Drawings. Seal off water wells within the i
1.1.3 within the areas defined by the " Work Limit on the Drawings.
tures in areas of required excavation and anRemove other foundation at or extending above elevay tion 6 25.
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7220-C-210 Revision 2 4
1.1.4 Limits" not previously cleared. Clear all remai Pond and Baffla Dike foundations and the Also clear Borrow Area.
and/or grubbing work to be done is along theM southerly portion of the cooling pond, as shown on the drawings.
615 is not required except as specified above.Strippin8 belo 1.1.5 1
Relocate ponds associated with brine wells as shown on the drawings, as and when required.
1.1.6 Excavate, dewater and prepare the foundations for the Cooling Pond Dikes, Baffle Dikes, and Railroad Embankment.
1.1.7 Excavate the Coolihg Pond Area to provide a maximum bottom elevation of 614 (unless shown otherw Drawings).
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1.1.8 Dewater and maintain in the dewatered state t trenches and foundations of the Cooling Pond e dike sections, and all other earthwork operations i
1.1.9 i
Construct embankment for the Cooling Pond Dike Baffle Dike Plant Area., This includes the supply of anyan materials from an external source required to perform the work in accordance with the specifi-cation.
1.1.10 Complete installation of outlet structure including the necessary concrete, reinforcement i
miscellaneous metalwork, and rip rap work.
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- l 1.1.11 Provide and maintain all haul and access necessary or required to perrorm the work.
ace 1.1.12 Provide construction schedules as required I
1.1.13 Excavate for and construct diversion chan draina l
drops;ge ditches, drop structures, and ditch s, i
on the Drawings.and protect channel surfaces as shown i
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7220-C-210 Revisien 0 1.1.14 Provide slope protection for ditches as shown on drawings 1.1.15 Backfilling around the structures in the Plant Area, and plac the Plant Area fill.
1.1.16 Construct a construction temporary laydown area, including diversion of the existing Bullock Creek, and placing embank-ment materials.
1.1.17 Provide a quality assurance program for various work items described in paragraph 16.0 of this specification.
1.2 Work Not Included The following work will be done by and at the expense of others:
1.2.1 Supply and placement of ballast, ties and rails for the railroad.
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1.2.2 Removal or relocation of au telephone and power lines 1.2.3 Relocation of brine lines shown on the Drawings.
i 1.2.4 information regardiag the subsurface. Excavation of with the construction required under this Cont 1.2.5 Cor.pactica teating, except thr.t testing to qualify alternate equipment shall be the responsibility of the Subcontractor 9
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7220-C-210 Revision 0 2.0 CODES AND STANDARDS 2.1 Abbreviations of Codes and Standards used shall have meanin defined below.
s AASHO American Association of State Highway Officials ACI American Concrete Institute AISC American Institute of Steel Construction API American Petroleum Institute ASTM American Society for Testing and Materials MDSHSS Michigan Department State Highway Standard Specification USBR United States Bureau of Reclamation OSHA Office of Safety and Health Administration i
2.2 All work shall conform to requirements of the building code orders for the State of Michigan and City and County of Midland s, safety all applicable paragraphs of OSHA Standards.
, and 2.3 All referenced specifications, codes and standarda shall be th
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revision in effect or. the date of the Contract.
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solely for technical information.Unless otherwise specified, j
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2.5 Discrepancies in and between applicable codes, standards t
and/or design drawings shall be brought to the immediate atten I
the Contractor.
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l 3.0 MOBILIZATION 4
The Subcontractor shall mobilize and transport its constructio and equipment, including materials and supplies, construct such t n plant buildings and facilities as are necessary and required and a emporary such plant and equipment at the site, all in adequate time for sat ssemble tory performance of all work under the Contract s ac '
be paid for separately, Mobilization will not i
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7220-C-210 1
Revision 0 4.0 RIVER POLIUTION AND FIRE PREVENTION i
q 4.1 River Pollution The Subcontractor shall perform the work in strict conformity i
all applicable laws, rules, and regulations relating to pollution with of any stream or river, including crossings thereof. The Subcon j.
tor shall, at its expense, provide suitable facilities to pr i
the introduction of any substances or materials into any str event river, lake or other body of water which may pollute the water or
- eam, constitute substances or materials deleterious to fis i
All temporary facilities provided by the Subcontractor shall completion of the work, be removed by and at the expense of the
, at contractor.
The Subcontractor shall be responsible for all costs and/or corrective measures required as a result of pollution o damages incurred to adjacent properties and streams resultin the Subcontractor's operations.
rom Resources for the State of Michigan, and sh i
work as approved or required.as to said Departments' and Comm n ormed requirements shall be borne by the Subcontractor.All costs in connec i
pollution of the adjacent river and streams.shall subm The Subcontractor i
4.2 FIRE PREVENTION 1
l The Subcontractor shall not permit unauthorized fires eith i
or adjacent to the limits of the proj'est and it shall be liable f 1
er within or to those of its employees or of its subco
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es, The Subcontrtetor shall conform to all Federal, State eso.
i oy-local laws and regulations pertaining to burning, firepteventi i
, and control within or adjacent to the project.
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permit shall be furnished to the Contractor.A copy of each required The Subcontractor's forces or equipment may be required to fi t
in the vicinity, regardless of cause.
res by Governmental Authority.any responsibility for psynent fo j
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5.0 CARE OF WATgR
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3 5.1 Foundation Devatorina 5.1.1 All excavations and foundation surfaces shall be d i
during construction as and if necessary.
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f 7220-C-210 Revision 0 t
~r-y 5.1.2 During placing and ocupacting er.bankrent material,
- the water table at any point shall be maintained at least 4 feet below the surface of the erbank-1
= gent being placed or caripacted provided that during
, pla::ing ed corrpacting the first 4 feet of embank-ment the water table shall'be maintained below the elevation of the fou1dation tpon which the anbank-ment is being placed or ocupacted.
S.I.3-All local runoff fran adjoining areas shall be inter-capted and' disposed of to premnt interference with construction of or damage to excavations and struc-tures. See pa % @ 4.1 above.
5.l.I All seepage, incitriing springs encomtared in the dike fomdation areas shall be dewatered as necessary or required for placement of anbanlarent matarials as specified.
t 5.2 Measurennt and Payment Ioundation Dewatering, Dbankrent etrdations 5.2.1 Fbuidaticn dowatenng shall be considered as an incidental operation to excavaticn, anbank:ent, or other earthwark operation.
ibr this item will be made. No separato payment i
All dewaterirg costs, M any, sball be irebried in the appropriate earth-work operation.
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60
- CLEARING, 6
GRUBBING AND REMOVAL OF STRUCTURES 4
6.1 Definitions 6.1.1 Clearing t
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Clearing is falling, cutting up and disposing of all trees and brush together with the down 1
i timber, enags, floatable materiil and rubbish contained within the area to be cleared.
i 6.1. 2 Grubbing i
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Grubbing is removing all stumps, roots larger than 1-1/2 inches inches ir diameter, and i
i matted roots from the embankment foundation 1
and the surface of the borrow areas.
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6.1.3 Brush i
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Brush is that natural vegetation with main ste.ms 2 inches or loss in diameter, as measured at ground level.
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j 6.1. 4 Trees i
within the limits of brush as defined inTrees are t j
Paragraph.6.1. 3.
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i 6.1.5 Fencing i
1 Fencing is all fences including posts, wires, fabric and sates.
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Revision 0 6.1.6 Structured '
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1 Structures are buildings or portions thereof water and feed troughs.
s 6.1.7 Salvage Salvage is waste.. material resulting from the
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mined by the Subcont. actor, is marketable. oper 6.2 Clearing Requir_ements x
The remaining areas not previously -cleared withi
" Work Limits" shall be cleared only n the specified in.;P,aragraph 6.3'shall be provided that areas cleared and grubbed.
damage to structures ~, both existing and under s
struction, is ' prevented.
shall be cut psrallel Trees, stumps and' brush and as close as convento the slope of the ground ient to the surface.
6.3 Clearing and Grubbing itequirements 3.s The_' areas ~ listed helow shall be cleare 6. 3.1
_ grubbed:
N and baffle dikes, including an area 5 feetThe re beyond the top of cut slopes andsthe toe of' i
areas and surface of all storage'and stockpile areas.
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6. 3.2 Where the material-to be grubbed can be removed by subasquent* required excavation which is to be c
wasted, gr'ubbing will' not be required.
. g-s 6.3. 3 All field tiles lodated during foundation excavation shall be removed from the dike foundations.
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7220-C-210 Revision 2 6.4 yencing Removal All fencing existing within the areas to be cleared shall be remov d and disposed of when authorized by the Contractor.
e 6.5 Removal of Structures Structures located in the county farm area and also an existi in the plant area shall be utilized as temporary offi ng building I
the contractor.
ce facilities by approximate date of their removal.The contractor will notify the subcontractor a Within the county farm area the three car garage which prese tl Dow equipment will be removed by others.
n y houses All material from the main stracture except the walls and the brick will be removed by the Eagle Boys' Village; They will remove furnaces, windows, roof trusses g
wiring, plumbing fixtures, etc.
shall be the responsibility of the subcontractor.The balance of demolition and d All other remaining structures within the " Work Limits" shall be demolished and disposed of.
required excavation shall be removed as noted in 1.1.3 Foundations of s S.6 i :s nl cf *i
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6.6 Dissosal of Mat 6 rial 6.6.1 General
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Logs, stumps, roots, brush, trees, rotten wood, lumber fabric and other materials resulting from the clearing and
, fencing grubbing operations shall be disposed of by rc., oval from the area to be cleared.
in the disposal areas shown on the Drawings. Material so remov 6.6.2 Removal The Subcontractor will be permitted to remove salvage mate i l i
for whatever purposes it sees fit with exceptions as noted ras in 6.5.
removal of the material.has been given by the Contra lh The Subcontractor will be permitted to stockpile salvage provided_ that said materials are removed from th final acceptance.
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7220-C-210 Revision O 6.6.3 Burying Upon approval, materials may be buried at approved locations. All floatable and organic naterial disposed of within the pond area shall be buried with a minimum of three foot cover over all such material, miess otherwise approved by the Cbntractor.
6.7 Measurement and Payment
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6.7.1 Clearing
Clearing and Grubbing All work performed to 1) clear and 2) to clear and grub will be paid for at the appropriate lump sum item described below:
6.7.1.1 For all areas within the limits of work shown on the drawings, but excluding Area A, where only clearing work is required, such work will be paid under:
Item lA Clearing only, except Area A.
t 6.7.1.2 For Area A, where only clearing work is required, such work will be paid under:
Item 1B Clearing only Area A.
6.7.1.3 For all areas within the limits of work shown on i
the drawings, but excluding Area A, where both clearing and grubbing is required, such work will 1
he paid under:
4 Item 2A Clearing and Grubbing, except Area A.
t 6.7.1.4 For Area A, where both clearing and grubbing is required, such work will be paid under:
Item 2B Clearing and c -dbi.;; d Area A.
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7220-C-210 R; vision O 6.7.2 Removal of Structures and Fencing
- I All work performed to remove any existing structures, footings, and fencing will be paid for at the lump sum item listed below:
t Item 3 Removal of Structures and Fencing.
Any monies realized by the Subcontractor through salvage of the structures, etc., will not be deducted from pay-ment of item 3.
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f 7220-C-210 Revision O 7.0 SEALING WELLS AND EXPLORATORY HOLES 7.1 General i
All known wells and well characteristics are listed in the attached Table 7 -l which, by reference herein, forms a part of the specification.
Indicated on aforementioned Table 7-1,are eight wells to be sealed by the Subcontractor prior. to performing any excuation.
holes located within the construction area shall also In All listed wells to be sealed will be field located by the Con-tractor.
d Some of the wells have exposed casing; the remainder are either buried beneath 4 to 5 feet of soil or be-neath several feet of water at the bottom of ceramic or concrete sumps.
the Subcontractor will be required to perform handIn the case o excavation and minor plumbing to expose the casing and prepare the wells for sealing operations.
buried wells are usually constructed with a horizon-The tal pipe attached to the top of the well casing and 1
buried between the well and the basement of the house.
j Well casings in sumps shall be dewatered to expose the casing.
sion pipes for easier access or to stop artesian flowIn m is required.
All inserted pipes, pump attachments and pipe fittings installed with each well shall be removed by and at the expense of the Subcontractor.
7.2 Well Depths and Diameters i
The depth of Well No. 57 is unknown.
range in depth from 100 to 170 feet.
Remaining wells The well casing diameters are 2 and 4 inches.
7.3 Wells with Check Val.ves i
7. 3.1 Those wells with a check valve attached directly 1
to a single casing shall be filled with grout from the check valve to the top of the casing or
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7220-C-210 Revisicn O to the top of the required extension.
In most wells a check valve, commonly the Bremer type, is used to connect the well screen to the bot-tom of the well casing as well as to function as a check valve to hold the water level up in the casing when no pumping is in progress.
These valves are so constructed that when there is no upward flow past the valve, a rubber gasketed free-moving plug effectively seals the well.
These check valves are generally installed in the 2-inch diameter wells.
The placement of the grout directly upon the valve in a non-flow well will form a positive well seal.
Grout shall conform to materials described in paragraph 7.8 of these revised specifications.
The grout shall be placed by introducing ~ grout down a pipe inser-ted in the well.
The bottom of the' grout pipe shall be left at the placement depth until grout 4
is seen to emerge from the top of the well cas-ing.
Upon removal of the grout pipe, the well casing shall be topped up with grout.
After filling, the grout level in the well must remain static thus indicating that it has been effectively plugged.
7.3.2 For those wells with a check valve attached to a supply line separate from a second outer j
casing, the well shall be considered as with-i out check valve and shall be pressure grouted 2
similar to the provisions of paragraph 7.4 below.
4 i
7.4 Wells Without check Valves a
i After the probing operation of a water wel.1 has in-dicated that no check valve is present, or that the tr.
check valve is attached only to the separate supply line, the top of the well casing shall be prepared i
for pressure grouting.
The top shall be constructed with provision for either a) inserting a one (1) inch diameter pipe, or b) attaching to the existing supply line; in either case, the pipe shall extend down to
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within five (5) feet of the well bottom.
The top shall include a small valved pipe for inspection pur-poses.
Sealing of the well shall be done by pressure grouting about the center pipe and effectively plug-ging both the outer casing area and also the supply 4
line.
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7220-C-210 Revision O 7.5 Wells with obstructions herein and approved by the Contractor to the t the casing or the top of the required extension.
to grout placement, a check of all wells.shall be made Prior i
for possible obstruction to free movement of grout down 4
of installation.to the check valve or well screen depending on the that the wells have not been accidentally or intentionTh ally plugged at a shallow depth.
that wells will be plugged, but if they are plugged atIt is not anticip excavated level, whichever is deeper, the plug For each plug encounteredremoved or penetrated without damag the Contractor will decide whether it shall be remove,d or left in place to form the bottom of the specified grout well seal.
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- 7. 6 Artesian Flow Control Should any of the proposed wells to be sealed flow i
under artesian pressure, the flow shall be stopped by attachment of a surface pipe prior to grout place-ment in the well so that the grout will not be dilu-ted by the upward movement of the water.
pipe cutting and re-threading.The attachment of these p The check valves shall be closed when flow is stopped, thus allowing the grout i
to effectively seal the well against upward movement of i
artesian water, i
7.7 Exploratory Holes
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depth to intercept ground water aquifers in the p area or (b) drilled into the artesian aquifer found at depths varying from 177 to shall be sealed by pressure 230 feet in the plant area,
. grouting.
Exploratory-holes are listed on the attached Table 7-2 which by reference herein, forms a part of the specificatien, In addition, other. exploratory holes which show signs of possible leakage or artesian ground water shall be-checked, and, if required, shall also be pressure grouted.
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7220-c-210 1
Revision 1 In order to pressure grout the exploratory holes an outer casing must be grouted into the top 20 feet of the hole.
stand an internal pressure of 30 psi.This casing must be insta i
After the casing has been installed and the grout set, (1) a one original exploratory hole to within five (5) inch diame of the top of the artesian aquifer.
feet i
shall be sealed into the top of the surThe grout pipe
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to withstand a 30 psi maximum pressure. face casing In addition, top of the surface casing.a small valved inspection pipe sha Table 7-211sts the depth to the top of the aquifer and other known data.
the Contractor, and if observed to be flowingTab also be sealed by the Subcontractor.by pressur,e grouting shall methods.
7.8 Grout Design The grout shall be composed of cement, water, and aluminum powder.
The cement shall conform to the The grout shall be proportioned, mixed and placed in accordance with the instructions of the manu-facturer of the aluminum powder to be used.
ratio by volume of water to cement shall not exceed The mix to suit field conditions.0.75; however, the Contractor may l
- 7. 9 Pressure Grouting I,
- 7. 9.1 General i
The intent of pressure grouting 1) i all wells-without check valves, 2) wells with check alves on the separate supply line, and v
- 3) various other exploratory holes, is to seal those wells or holes where they pene-trate aquifers.
This sealing shall be done by either injecting neat cement grout under pressure or by pressurizing grout filled well casing or exploratory hole.e previously, ths The exact method of pressure grouting will be
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7220-C-210 Revision O subject to the Contractor's approval and subsequent to each well or hole pressure grouting, they will be pressure tested to insure that sealing has been achieved.
i 7.9.2 Mix Design The grout shall consist of cement, water, and aluminum powder in accordance with paragraph 7.8.
Subject to the Contractor's i
approval, accelerators to speed grout cur-ing can be added during the final stages of grouting.
7.9.3 Grout Placement the-methods described below and subject to by the Contractor: adjustment to fit field conditions as appro (note all mix ratios are water:
cement by volume).
Two general methods appear applicabic to the pressure grouting program.
The first, termed ted under pressure at all times." pressure injectio should prove most effective in sealing the This method i
flowing artesian wells.
The second termed
- " secondary pressurization" is accomp,lished by i
first filling the hole with grout and then appl ing.ying pressure to the ~ filled hole or cas-of the two methods:Following are simplified descriptions x
- 7. 9. 3.1 Pressure Injection a.
Insert pipe (nominal diameter one through specially constructed top of well (1) inch) or surface casing within five the top of aquifer.
(5) feet of.
Seal pipe at top of well or surface casing.
b.
Mix grout'at W:C ratio of 0 75:1 and inject under sufficient pressure _
to fill well casing or' exploratory hole.(nominally 20 psi)
Injection, should continue until grout of '
essentially the same W:C ratio is observed the casing. flowing -from the inspection pipe at top of then be closed and an additional 10 psiThe inspe i
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7220-C-210 Revicien o applied to the filled well.
Accelerators can be added to the mix at the time grout is observed at the inspection pipe.
After the grout has set,the hole or well shall be pressure tested to a 30 psi pressure for ten (10) minutes to insure that the hole is sealed.
7.9.3.2 Secondary Pressurization 4
a.
Insert pipe (nominal diameter is one (1) inch) through specially constructed top of well or surface casing down to within
~
five (5) feet of the top of aquifer.
Seal the pipe at top of well or surface casing.
b.
Mix grout at W:C ratio of 0.75:1 and fill j
the hole or casing.
Attach grout equip-ment to the pipe and complete grouting operation by applying 20 psi to system.
The entire system should remain pressurized, if possible, until the grout has set.
j Accelerators can be added during the final l
stages with the approval of the Contractor.
Af ter the grout has set, the hole or well shall be pressure tested to a 30 psi pres-sure for ten (10) minutes to insure that the hole is sealed.
7.9.4 Records i
=
.The Subcontractor shall submit to tdue contractor daily records of all pressure grouting work.
This record should note the depth of well, quantity of grout used, and note the satisfactory testing results at each well.
t 7.10 Measurement and Payment 7.10.1 Measurement Sealing of wells and explorato n holes'will be measured as the number of wells sealed to i-the satisfaction of the Contractor.
No addi-tional componsation will be made for varying size or quantity of grout used to seal the -
well or hole.
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1 7220-C-210 Ravicien O t
l 7.10.2 Payment l
I Sealing of wells and holes will be paid for at the contract price stated in the Price Schedule for the items listed below:
i Item 4 Sealing Wells (with check Valves) 1 Item 5 Sealing Wells (without Check Valves, Pressure Grouted)
Item 6 Sealing Exploratory Holes (Pressure Grouted) 4 8.0 EXCAVATION i
8.1 General i
i i
The Subcontractor shall perform all required excavation i
regardless of the character of the materials encountered, all dewatering and cleanup work required to prepare the excavated areas for placement of embankment and, if re-quired by the Contractor, remove slide material.
The required excavation shall be made to the excavation pay-lines, grades and elevations shown or to a sufficient depth to obtain an acceptable foundation.
t All necessary precautions shall be taken to preserve in a sound and undisturbed condition all material below and i
beyond the limits of required excavation.
If, as deter-mined by the Contractor, materials below and beyond the required excavation limits were disturbed, due to exca-vation methods employed, such material shall be removed i
and replaced with suitable compacted material as' required by the i
contractor by and at the expense of the Subcontractor.
I All excavation operations within 1000 feet of the.want and south 4
Defin,rty lines shall be limited to normal. daylight hours.
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8.2.1 Required Excavation Required excavation is all open cut excavation shown on the Drawings including but not limited to the excavation required fort i
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.. 7220-c-210
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Revicica 3 1)
Deepening the Cooling Pond (designated for borrow) so that the level of the bottom is not higher than elevation 614, nor lower than elevation 612 in the excavation areas (unless shown otherwise on the drawings), and not higher than elevation 615 in d
i 4
disposal areas.
4 2) bike and railroad embankmerit foundations including an inspection trench excavated in the dike foundation to a minimum depth 8 feet below the original ground level, and the removal of loose sand with uniform grading of the particles from the Cooling Pond dikes; I
3)
Diversion channels, drop structures, and drainage ditches; and 4)
Emergency Cooling Pond area i
8.2.2 Borrow Excavation 4
Borrow excavation is the excavation of material i
suitable for use in the embankment.
All borrow shall be obtained from the required excavation i
unless otherwise approved by the Contractor.
All
- borrow excavation outside the Jimits of the re-quired excavation shall be carried out by and at the expense of Subcontractor.
8.2.3 Stripping i
4 l
l Stripping is removing from the surface, all soil which containes organic material or any other 3
material which is unsuitable.
1 i
8.2.4 Acceptable Foundation i
The determination of acceptable foundation will be made by the contractor.
4 8.2.5 suitable Material j
The suitability of all material will be determined by the contractor.
- 8. 3 Classification of Excavation i
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Excavation will not be classified for payment I
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i 7220-C-210 I
Revicien 2 8.4 Blasting No blaating of rock or tree stumps will be permitted.
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- 8. 5 Safety of Excavations The Subcontractor shail.have sole responsibility for the safety of all excavations performed under the contract.-
f 8.6 Borrow Excavation I
i 8.6.1 General
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The part of the Cooling Pond which i~s ' required, by.this t
specification, to he.sacavated, is designated.as borrow i A area. This borrow area
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7220-C-210 Ikvisica O J
and 'the materials therein will be made available in place and.as is, without cost to the subcontractor.
The location and approximate extent of the borrow areas are shown on the Drawings.
The Subcontractor may re
-shown. quest the use of borrow areas other than that The Subcontractor shall not use such areas until approved by the Contractor.
All borrow arers shall be stripped only to the extent neces-sary to obtain sufficient quantity of suitable borrow material.
Unless otherwise shown on the Drawings, excavation in the borrow areas shall be made so that the finally excavated slopes are not steeper than 5 horizontal to 1 vertical.
The Subcontractor shall dress all borrow areas from which material has been removed, and those areas otherwise distuxbed by the Subcontractor, to pre-sent a satisfactory appearance.
8.7 stripping stripped material from the dike foundation shall be used as top soil in zone 6 on the downstream slope of the dike as shown on the Drawings.
The Subcontractor may, for his convenience, stockpile any of the stripped materials for later use in tone 6 in areas approved by the Contractor.
Stripped material not suitable or not required for use in the embankment shall be disposed of and /or wasted by the subcontractor.
4 8.8 Acceptable Fcundation 4.8.1 Where the foundation elevation is fixed by i
structural requirements indicated by specific elevations, additional excavation may'be re-quired if the material encountered at the indi-cated elevation is not acceptable.
8.8.2 Cooling Pond Dikes 8.8.2.1 Foundation Areas in the Inspection Trench Acceptable foundation for the Inspection Trench is firm undisturbed sandy, silty olays or sandy silts with some clay.
t 7220-C-210 Revision o 8.8.2.2 Foundation Areas Other than the
_ Inspection Trench Acceptable foundation for foundation areas other than the Inspection Trench is firm it.-place material with the organic material removed from the sur-face.
Loose uniform sand which is saturated or will becone permanently saturated when the Cooling Pond is in operation will not be acceptable foundation.
Existing hard smooth pavement surfaces i
will not be acceptable and must be ripped up and removed before any embank-ment material is placed thereon.
8.8.3 Baffle Dikes and Railroad Embankment i
i, Acceptable foundation for the Baffle Dikes and i
Railroad Embankment is firm in-place material with the organic material removed.
i 8.9 Drainage during the execution of the work shall be pro I
and at the expense of the Subcontractor.
l 8.10 Shoring Shoring as necessary or required shall be done in i
accordance with the applicable laws and regulations of the State of Michigan, and also with all applicable OSHA requirements.
8.11 Excess Material
(
Excess material from the excavation, not required for backfill, shall be wasted.in desi nated disposal areas.
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7220-c.210 Revici:n 0 8.1,2
. Disposal of Excavated Material 8.12.1 General suitable materials removed from required excavation, existing stockpiled material from river excavation and borrow areas shall be placed in the embankment or used as backfill as shown on the Drawings and as specified.
Excess and/or unsuitable material from required excavation ma wasted in designated disposal ar.ea. y be
.8.12.2 Stockpiling When the excavation progresses at a rate faster than placement in the embankment is being accomplished or prior to start of embankment construction, or if conven-isnt for the execution of the work, exca-vated materials shall be stockpiled at approved locations until required for placement in embankment.
Stockpiling of topsoil shall be done in accordance with Paragraph 6.7 8.12.3 Wasting Material specified to be wasted shall be wasted in the disposal areas indicated on the Drawings.
The disposal areas are within the Cooling Pond Area.
The material shall be wasted only in those places where the ground level is such that after the material has been placed, the level at the final sur-face is not higher than elevation 615.
The surfaces of the disposal area shall be left in a satisfactory condition, sloped to drain, and compacted with 2 passes of a 50-ton i
' rubber tired roller or approved alternate.
No waste material shall be dumped within the Cooling Pond Area so that the final rolled surface has a slope steeper than 5 horizontal to 1 vertical.
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7220-C-210 Revision O 8.13 Measurement and Payment 8.13.1 Required Excavation 8.13.1.1 Measurement Required excavation will be measured in place to the nearest cubic yard, as the number of cubic yards of material satis-factorily excavated and disposed of.
8.13.1.2 Payment Required excavation will be paid for at the applicable contract price stated in the Price Schedule for the items listed below.
Item 7 Excavation; Cooling Pond Area Item 8 Excavation; Cooling Pond Dike Foundation, Baffle Dike Foundation and Railroad Embankment Foundation Item 9 Excavation; Diversion Channels, Drainage Ditches, and Drop Structures 8.13.2 Stripping Stripping will not be paid for separately.
l 8.13.3 Borrow Excavation Borrow excava, tion will not be paid for separately.
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7220-C-210 Reviolan o I
8.13. 4 Stockpiling Stockpiling and moving material from stockpile to points of disposal will not be paid for separately.
8.13.5 Wasting Wasting will not ba paid for separately.
1 8.13.6 Shoring Shoring will not be paid for separately.
i 8.13.7 Compacting Waste Areas i
Compacting waste areas will not be paid for sep arately.
8.13.8 overhaul 1
overhaul of borrow will not be paid for separately.
i 8.13.9 Drainare and Dewaterina Drainage and dewatering will not be paid for separately.
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s 7220-C-210 hvision O 9.0 SLURRY TRENCII t
9.1 General l
In some locations it is anticipated that pervious t
layers consisting mostly of sand will extend below S
the water table.
In certain instances where this
)
occurs an impervious cutoff to reduce seepage through the foundations shall be constructed by the slurry trench method.
The necessity for and limits of the j
slurry trench will be determined by the contractor following an assessment of the foundation conditions i
revealed during construction.
The trench shall have i
a minimum 4 foot width with substantially vertical i
walls.
The top of the slurry trench shall be at l
least one foot above the water table.
The trench i
shall extend from the surface of excavated founds-I tion, or the surface of construction fills placed oy j
the Subcontractor for construction purposes, through i
the sand or other pervious deposits to penetrate a minimum of 2 feet into satisfactory impervious I
foundation clays or sa,ndy silts with some clay.such as firm undisturb
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i 9.2 Surface Preparation i
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i The subcontractor s' hall
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required surface prepara, tion, including temporaryat its e filling, grading, clearing and dewatering.
I 4
1 9.3 Excavation i
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i Excavation of the trench shall be done with a dragline or other equipment approved by contractor.
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The excavation shall be carried to the final depth at the point where excavation is started, and the entire depth of out shall be carried along the trench center-line.
The depth of the trench shall be terminated i
when the excavation penetrates a minimum of 2 feet j
into impervious foundation.. The stability of the introducing bentonite slurry. trench walls shall be maintain
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i The stability of the trench throughout construction M
shall be the responsibility of the Subcontractor.
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7220-C-210 i
Revisien O
'9.4 Slurry i
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9.4.1 General i
The slurry shall consist of a stable colloidal suspension of bentonite in water.
l 9 4.2 Slurry Properties p'
t The slurry properties will be determined by i
I.
tests described in the API Recommended i
Practice 13B, dated November 1962,1st
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Edition, " Standard Procedure for Testing Drilling Fluids," including Suppleme.it No.1, i
dated March 1966.
Such tests will be made by the contractor without charge to the subcon-tractor.
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9.4.2.1 At the introduction of the slurry into the trench:
4 j
1)
The slurry shall contain a min-imum of 20 pounds of bentonite i
i per barrel of slurry equivalent to a density of approximately 65 pounds per cubic foot; 2)
The viscosity shall not be less i
than 15 centipoises at 20 C; and 3)
The water loss shall not be a
greater than 25 cubic centi-meters in 30 minutes.
9.4.2.2 i
At any time in the slurry trench:
1)
The slurry density shall be no greater than 85 pounds per cubic 4
foot unless otherwise approved i
by the Contractor; and 4
2)
The viscosity shall be no greater than 30 contipoises at 20 C.
3 9.4.2.3 At the time the backfill is intro-duced into the slurry trench:
1)
The slurry shall have a density no greater than 80 pounds per 1
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i 7220-C-210 i
Ihvioita 0 l
cdbic foot unless otherwise i
approved by the contractor; and i
2)
The water loss shall not be I
greater than 30 cubic centi-meters in 30 minutes.
l 9.4.3 Bentonite The bentonite shall be an approved powdered sodium bentonite and shall conform to the t
requirements of API Standard 13A, dated March 1965, 3rd edition, " Specification for 1
Oil-Well Drilling - Fluid Materials, (Tenta-tive)".
The properties of the slurry may be
]
altered to suit construction conditions by admixtures used for the control of oil field drilling muds, as approved by the contractor.
Under no condition will peptising or bulking agents be allowed.
3 9.4.4 Water 4
Water will be available from the Tittabawassee j
River without charge to the Subcontractor, i
provided that the subcontractor shall, at its i
expense,~ provide pumps ment required to convey, pipes and other equip-the water to the site j
of work and to assure that the quality of the water is satisfactory for use with slurry.
Upon completion of the work the Subcontractor shall, at its expense, remov,e all pumps, pipes i
and any other equipment and lea with a satisfactory appearance.ve the site 4
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9.4.5 Mixino and Placing Slurry l
l slurry plant shall include a mixer capable of producing a colloidal suspension of bentonite and water along with the necessary air agita-tion, and additional pumps to assure thorough mixing.
slurry shall be transported to the trench by a temporary pipeline or by nther I
methods approved by the contractor.
9.4.6 Cleanina of Slurry Equipment shall he provided by the subcontractor t
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7220-C-210 4
Revisita O 4
trench so that it can be treated by sh l
and/or cyclones to remove excess sands and 1
silts.
The coarse material so removed may be used as a part of the backfill or disposed of.
The slurry with the coarse material removed i
and which meets the requirements of this specification shall be discharged back to the trench.
This operation shall be on a continu-ous basis to assure cleanliness of the slurry I
at all times.
9.4.7
_ Level of Slurry J
drop below one foot above the level o i
water table.
The Subcontractor shall be re-above and below the water table.aponsible i
tractor shall also be responsible for theThe Subcon-of the slurry drop below the water tabl i
9.4.8 Excess Slurry At completion of the backfill operations the by the contractor. excess slurry shall be disposed of a I
9.5 Backfill I
j
'9.5.1 General
The backfill for the slurry trench shall consi t imported material, or entirely of importe s
material.
The backfill material shall be mixed and blended thoroughly prior to placing 4
in the trench.
The subcontractor shall assure that all backfill material has been thoroughly
+
blended with additional bentonite slurry prior to introducing the backfill into the trench.
This Additional slurry'shall be sluiced or pumped into the blending area and thoroughly mixed with the backfill material in a propor-tion of a minimum 2 percent of bentonite to backfill, based on dry weights.
All clods of 4 )
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t 7220-C-210 Ikvisitn O earth, clay, bentonite, silt or other cemented matter shall be broken up and blended.
The backfill shall be free of all vegetation or other deleterious materials.
Before introducing the backfill into the trench, the backfill shall have the consis-s tency of wet concrete with about a 6-inch slump as determined by the Contractor.
The subcontractor shall waste any material which, as determined by the Contractor, is unsuitable.
'9.5.2 Gradation t
The gradation of the backfill shall be as follows:
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U. S. Standard Percent Passing
_Serie's Sleves by Weight l
3 inch 80-100 i
3/4 inch 40-100 No. 4 30- 70 No. 30 20- 50 No. 200 10- 25 l
l 9 5.3 Imported Material In order to obtain backfill material which
- will meet the specific gradation, it will be necessary to import some material.
The i
Subcontractor, at its expense, shall make all necessary arrangements for supply of such material.
The subcontractor may import the material from any source subject to approval as to suitability of the material.
1 1
9.5.4
_ Initial Backfill i
l After the backfill has been blended and pre-pared to the required characteristics and gradation, it shall be placed in the trench with a clamshell bucket.
The first lifts shall.be placed by lowering buckets of I
material to the bottom of the trench.
Subse-quant lifts shall be built up, using the clamshell bucket, until the backfill is above the top of the trench and has been formed i
without encroaching on unexcavated trench material.
Free dropping of any backfill material will not be permitted.
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7220-C-210 1
Revisb n 1 1
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9.5.5 Remaining Backfill a
The remaining backfill shall be placed by bulldozing at the starting point and pro-grossing continuously from the beginning to the end of the trench in the same direction as the excavation.
9.5.6 Trench surcharme Immediately after the trench has been satis-factorily backfilled, the subcontractor shall mound over the trench a surcharge of slurry trench backfill material to provide a minimum i
surcharge thickness of 5 feet.
This surebarge shall extend over the flared top of the trench.
This surcharge shall be left untouched and no edbankment material shall be placed over the s
ry trench until a minimum of 7 days have i
e.6apsed.
Prior to placement of Ione 1 material the mound shall be flattened to an extent so that a minimum surcharge of one foot remains.
sone 1 material placed over the i
slurry trench shall be placed and compacted 4
in accordance with the requirements specified in Section 12, " Dike and Railroad Embankment dbl.
Construction."
- 9. 5.,7 Excess Backfill I
1 j
All materials excavated.from the trench and not used as backfill, or materials to be wasted, or unused backfill, shall be wasted r
i as specified in Paragraph 8.12.
The opera-tion shall be done so as to leave no areas undrained and an appearance satisfactory to i
the contractor.
The subcontractor shall, as i
approved by the contractor, bury any material j
mixed with bentonite to prevent its exposure to the reservoir.
i 1
9.6 Records I
2 The Contractor will keep records of gradation of backfill, profile and gradation of impervious founda-tion at the bottom of the trench
.ity and density of the slurry and other data which are composition, viscos-necessary for control of the work.
The Subcontractor j
shall, at its ax ties, information,anse, provide all necessary famili-and non-technical assistance required in keeping such records.
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7220-C-210 Revision O i
l 9.7 Additional Probina 10 feet along the trench centerline for t of measurement for payment i
9.8, the contractor may require additional probing.as sp i
guch probing will be to determine more accurately th 1
foundation condition prior to backfilling.
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all non-technical assistance and perform a The Sub-1 l
tions to aid the contractor in performing additional probing.
9.8 Measurement and payment i
9.8.1 Slurry Trench 1
9.8.1.1 Measurement i
The slurry trench will be measured i
to the nearest square foot as the i
number of square feet of slurry 4
trench excavated and backfilled.
i.
Such measurement will be made as j
projected onto a vertical plane along the centerline of the trench Measurement will be based on survey.
i and probings of the bottom of the s
trench.
Probings will be made at approximately 10 foot intervals.
j The subcontractor shall provide all accessary equi j
1 abor and non pment, facilities technical personne,l, 3
j and perform all operations requirsd to make the probings which shall be made in the presence of the Contractor.
1 9.8.1.2 Favnent The slurry trench will be paid for 1
the contract price stated in the at Price Schedula'for the item listed below.
Item 10 slurry Trench e
i i
)30
7220-C-210 Invision O
.9.8.1.3 Estimate Lennth of Slurry Trench Subcohtractor's attention is in-vited to the fact that the estimated quantity given in the Price Schedule
'is based on the slurry trench having a total estimated length of 500 feet.
9.8.1.4 Item lo includes ground surface preparation excavation, pumping and conveyance and if necessar ment of water, furnishing,y treat-
- mixing, placing and cleaning bentonite slurry, disposal of excess slurr stockpiling excavated material, y, importing additional material for backfill, blending backfill materials, blending backfill material with additional bentonite
. slurry, placing backfill material, place ing and removal of trench surcharge disposal of excess backfill, sound,
ings, and all related work neces-sary to construct the slurry trench.
.9.8.2 Excess Slurry Disposal of excess slurry will not be paid for separately.
9.8.3 Additional Probing 4
'9.8.3.1 Measurement Additional probing as necessary and required will be measured to the hours suc% hour as the number of nearest h probing, ordered by the 1
contractor, is satisfactorily performed.
9.8.3.2 Payment Additional probing will be paid for at the contract price stated in the Price schedule for the item listed below.
Item 12 Additional Probing
'b 7220-C 210 Revision O
' 10.0 FOUNDATIONPIhrPARATION.
i i
3 10.1 General,
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Foundation preparation shall be performed upon acceptabl i
foundat3on.
No embankment fill shall be placed on any e
foundation until the contractor has approved the founda-j
- tion, prior to placement of material.asquest for such approval sh s
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to firm fundisturbed material and shall be free of a
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loose material.
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,4 f6undationsof the dikes and railroad embankm
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as necessary and then rolled with 4 passes j
i rubber tired roller.
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the contractor may be used in which case additionalAn a i
passes may be required.
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14.2 Foundation Dewaterine i
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l All' foundation areas shall be dowatered p placement of embankannt natorial thereon.rior to I
10.3 Measurement and Payment 1
1 1.0.3.1 Foundation Preoaration, Dikes and Railroad M e 1
I I
i 10.3.1.1 Measurement.
2 j.
Foundation preparation will be measured 17.$
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to the nearest square yard as the number t
of square yards of foundstivu preparation
.. c i satisfactorily performed Such measure-ment will be made as a pr.ojection on to 1
a horisontal plane.
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1 7220-C-210 Revisien 0 10.3.1.2 Payment Foundation preparation will be paid for at the contract price stated in the Price Schedule for the item listed below.
Item 12 Foundation Preparation, Dikes and Rail-road Embankment 10.3.2 Proof Rollina Plant Area 10.3.2.1 Measurement
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Proof rolling in the Plant Area vt11 he measured to the nearest square yard as the number of square yards of proof rolling satisfactorily performed.
such asasurement will be made as a projection on to a horisontal plane.
10.3.2.2 Payment Proof rolling in the Plant Areas will be paid for at the contract price stated in the Price Schedule for the item listed below.
Item 13 Proof Rolling, Plant Area 10.3.3 Basis of Parment 4 passes using a 50 ton rubber tired roller. Fay ite No additional payment will be made if an alternate roller is used which required more than 4 passes to achieve compactive results equivelant to the 50-ton roller specified.
10.3.4 lasts of Payment Additional excavation authorised by the Contractor to carry foundation down to acceptable foundation, will be measured an pid for as required excavation in accordance with Section 8 l
Escavation".
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7220-C-210 Revision 1 11 0 EXISTING EARTHWORK - RECONDITION 11. 1 General' A'. period of approximately two years has elapsed since the initial earthwork construction, resulting in con-siderable bank erosion to dikes and drainage ditches.
Construction backfills have also deteriorated.
Weeds and brush have grown, necessitatin continuation of new construction. g removal prior to Some backfill work is required as identified on the construction drawings.
11.2 Inspection, Testing and Removal The Contractor will inspect and perform all tests to determine the extent of earthwork removal for all earthwork construction previously performed under the initial earthwork contract,.without cost to the Sub-contractor.
11.3 Cooling Dikes Prior to placement of new fill, the outer slopes will be excavated to a maximum depth of two feet perpendic-d ular to the dika slope and reconstructed to liner. and grades as shown on the drawings.
Sufficient croun fill. shall be emoved to expose the construction zones.
Particular car,. shall be taken in the preparation of existing fill for the addition of Zone 3 material
,(sand drain) see Section 12.5.4.
11.4 Construction Backfill In the plant area, excavate all~ previous fill to a j
depth as determined by the Contractor.
All unsuitable l
material shall be removed and replaced with select material and compacted in accordance.with applicable provisions of Section 12.0 " Dike and Railroad Embankment Construction. "
'11.5
_ Railroad Abutments 1
Remove existing fill as determined by the Contractor and replace with select material compacted in accordance with Section 12.0
" Dike and Railroad Embankment Construction".
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7220-C-210 Revision 0 11.6 Emergency Cooling Pond Area In the er.ergency cooling pond area, backfin as required to provide a minimum 100 foot wide berm as shown on the drawings.
with Section 13.0 " Plant Area and Berm Backfill".Esc 11.7 Outlet Structure Area Regrade existing slopes and complete ditch to river 12.5.6 " Zone 5 and Zone SA". rap material shall be placed in Rip 11.8 Cutoff or Inspection Trenches cleaned and stripped. Existing cutoff or inspection trenches s shan be disposed of.
Existing stockpiled stripped material y
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H.9 Channel Excavation Spoil he Subcontractor shall remove an remaining spoil initial earthwork subcontract. excavated during the channel w Such material is located River as shown on the contract drawings.immediat e
shall be removed.the existing ground at the outset at project work mined by the Contractor, such material shan be placed
=
the construction laydown area; otherwise this material be wasted in a designated disposal area within the cooling shall pond area.
11.10 Embankment Resumption After all unsuitable material has been excavated from existing fills, the Subcontractor shan disc the top 6 inches of the remaining embankments to assure proper bond between the existing and new embankments.
-:27-
7220-C-210 Revision o 11.11 Measurement and Payment I
11.11.1 Measurement for the various reconditioning operations described in Section 11.0 will be made to the neares cubic yard satisfactorily excavated and disposed of; measured in place before excavation.
11.11.2 Reconditioning work will be paid for at the applicable price stated in the Price Schedule for the items listed below.
i Item 14 A - Recondition Cooling Dikes and Railroad Abutment Backfill.
Item 14 B - Recondition Plant Area Backfill.
Item 14 C - Regrade and Complete Work in Outlet Ditch.
Item 14 D - Recondition Cutoff and Inspection Trenches.
Item 14 E - Complete Excavation of Channel Spoil.
11.11.3 Scarifyina No additional payment will be made for scarifying work.
11'.11.4 Riprap Riprap required for completing the outlet structure and ditch will be paid for under Item 22.
11.11.5 Emergency Cooling Pond Area Backfill Backfill for the emergency cooling pond area will be paid for under Item ISB.
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7220-C-210 Revision O 12.0
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DIKE AND RAILROAD EMBANKMENT CONSTRUCTION
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12.1 Definitions 12.1.1 Embankment Embankment is all required earth placed and, unless otherwise specified, com-pacted within the limits of the Cooling Pond Dike, Baffle Dike, and Railroad Embankment or as shown on the Drawings.
Embankment shall also include those materials which are placed in diversion channels and drainage ditches as shown on the Drawings to act as protection against erosion.
13.1.2 Suitability of Material The Contractor will determine the suitability of all materials.
12.2 Lines and Grades The embankments shall be constructed to the lines, grades and cross sections shown on the Drawings.
Subcontractor shall furnish and supply all equipment The materials and labor required to set out the work.
Survey markers and grade stakes shall be set out in Drawings.accordance with the lines and grades shown on the Contractor to remove and dispose of any embank t
I fill placed outside the prescribed slope lines.
of the Subcontractor. removal and disposal shall be by and at t Such 12.3 Materials n--.:.
12.3.1 Gene $al The Subcontractor's attention is invited to
- Tdble 12-1 for a listing of the various zones i
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7220-C-210 Rsvision O l
of the embankment, their description, and the source of materials for the i
various zones.
Table 12-1 is included at the end of this section, 12 Unless otherwise approved in writing, materials for the various zones of embankment shall be obtained from the borrow areas and sources shown on the Drawings.
Approval of a borrow area or other source does not mean that all material within that area is suitable for embankment con-struction.
If, for any reason, the Sub-contractor places unsuitable material, or material not previously approved by the Contractor, in the embankment or within any zone of the embankment, all such unsuitable material shall be removed and disposed of and replaced with suitable material, all by and at the expense of the Subcontractor.
The criteria by which the Contractor will be guided in his determination of the suitability of materials in final position or condition in the embankment are set forth in Paragraph 12.6 and on Table 12 -1 included at the end of this Section 12.
These criteria apply to material characteris-tics as placed in complete portions of the embankment.
Any or all of the tests specified which are applicable to materials in the borrow areas or other sources, or in the embankment, may be used by the Contractor in determining the suitability of materials.
12.3.2 Riprap - Zone 5 There is currently stockpiled at the jobsite an unknown quantity of Zone 5 material, the location of which is shown on the drawings.
The Subcontractor shall use the existing zone 5 material in areas specified on the drawings until the supply is exhausted.
No new Zone 5 material shall be purchased, and' Eone SA material will then be substituted for zone 5 areas.
Existing Zone 5 material will be made available in an "as - is" condition at no cost to the Subcontractor.
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7220-C-210 Ikvision 0 12.3.2.1 Riprap-Zone 5A The riprap shall be obtained from a source approved by the Contractor.
1 The rock shall be sound and free of cracks or seams.
Neither the breadth nor the width of any piece of riprap shall be less than one third of its length.
Loading, hauling and placing of riprap shall be conducted in a manner which will minimize breakage.
The sands and fines content of the riprap shall be limited to those resulting from handling during hauling and placing of material.
12.3.3 Organic and Deleterious Materials Materials containing brush, rootc, peat, sod or other organic, perishable or deleterious materials shall not be placed in the embank-ment Zones 1 thrcugh 5.
12.3.4 Gravel-Zones 4 and 4A Gravel shall be located and placed as shown on the drawings.
Zone 4A material shall a
identify gravel surface course material placed on the dike crests; all areas other than the dike crest requiring gravel materials, shall be designated Zone 4.
Zone 4 and 4A materials shall conform to gradation require-ments given in Table 12-1.
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t 7220-C-210 Revision 6 12.4 Testing of Embankment Materials 12.4.1 General The Contractor will take all samples and perform all tests of the embankment materials for control of the placement operations.
The contractor will conduct density and other tests
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on the compacted embankment and the related laboratory testing to determine the relative degree of compaction and other properties.
In addition, concurrent with construction, the Contractor will take samples of the materials from the borrow areas and the embankment and test these samples for moisture content and gradation.
Testing by the Contractor will be done as frequently as the Contractor deems necessary, without cost to the Subcontractor, provided that the Subcontractor shall, at its expense, furnish labor and materials to assist in obtaining the samples for testing.
Tests performed by the Contractor will be in accor-dance with the following procedures.
12 4.2 Moisture Content ASTM Designation D 2216.
Other methods such as a J
. nuclear density device in accordance with ASTM D 3017
, and using manufacturer's instructions, for rapid A
' moisture determination may be used, provided that the C"
. results are compatible with those obtained by the
'specified procedure.
Compatibility of the methods
- will be determined by the Contractor.
12.4.3 Gradation ASTM Designation D 422 or C136, whichever is appli-able for the soil being tested.
12.4.4 Density of" Soil in Place ASTM Designation D 1556.
The size of the density hole or pit shall be selected in accordance with the following criteria.
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7220-C-210 Revisien 7
- 1) For soils with little or no gravel: hole size shall be in accordance with ASTM D 1556.
(Volume b
of hole determined by 6 inch minimum size sand cone.)
- 2) For soils containing appreciable gravel:
10 to 12 inch diameter, 12 to 14 inch depth, conical hole.
(Volume of hole determined by 12 inch maximum size sand cone.
A nuclear density device may be used in accordance with ASTM D 2922 and manufacturer's instructions, provided that the results are compatible with those h obtained by the specified procedure.
4 2he density of material is defined as the weight of the material per unit of volume of the material in place.
12.4.5 Laboratory Maximum Density and Opti== Moisture Content 12.4.5.1 Cohesive Soils The maximum dry density and optimum m isture content of cohesive material will be g
determined in the laboratory in accordance ft\\
with ASTM Designation D 1557 Method D.
12.4.5.2 Cohesionless Soils The maximum density of cohesionless soils will be determined in accordance with the applicable requirements of ASTM Designation D 2049.
12.4.6 Specific Gravity ASTM Designation D854.
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t 7220-C-210 Revinien 7 1
12.4.7 Atterberg Limits ASTM Designation D 423 and Designation D-424.
12.4.8 Strength 12.,4.8.1 Shear Strength 1
Strength tests for cohesionless soils will be performed generally in accor-dance with Chapter XI, " Triaxial Compression Tests on Cohesionless Soil,"
of " Soil Testing for Engineers" by T. William Lambe.
Tests will be made on soil samples taken from the placed embankment soil.
l 12.4.9 Permeability ASTM Designation D 2434.
12.5 Placement
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12.5.1 General All soil work is to be performed under the jki direction of a qualified onsite geotechanical soils engineer.
No embankment materials shall be placed on any foundation until the foundation has been approved by the contractor.
The ultimate location of such material shall be subject to approval.
The gradation-and distribution of materials throughout each zone of the compacted embankments shall be such that the embankments will be free from lenses, pockets, streaks, and layers of material differing substantially.in texture or gradation from surrounding material of the same zone.
Excavation in the borrow area shall be carried out in such a mannger that the material placed
.in the etabankment for compaction shall not con-tain large soli,d lumps or clods of material which m
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8 7220-C-210 Revfalon O will not break down and compact satisfactorily t
when rolled as specified.
Material shall be l
placed so that when compacted it forms a homo-geneous mass and any voids between stones or l
large soil lumps are completely filled with compacted material.
i No embankment shall be placed upon a frozen i
surface nor shall any ice or frozen earth be
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incorporated in the embankment.
Embankment construction for which moisture conditionin is required shall be suspended when the am g bient temperature is 32 F and falling, unless 0
'i otherwise approved by the Contractor.
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Unless otherwise specified, all embankment zones being placed shall be raised simultaneously with the top surface of the embankment to form an approximately horizontal plane extending trans-versely to the final slopes and longitudinally to the abutments.
At any particular section along the axis of the dike, during construction, a temporary differential elevation of 20 feet will be permitted within the embankment provided the i
bonding surface has a slope not exceeding 3 horizontal to 1 vertical.
Such bonding sur-face shall extend across the '7crious zone:
of the embankment to form a plane.
At any particular section perpendicular to the axis of the dike the temporary differential.
elevation between any two adjoining zones due to construction operations shall not exceed 12 inches.
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The embankments shall be maintained at all times in such condition that the surfaces will readily drain.
In any areas where materials become soft or yielding due to becoming wet or saturated such materials shall be removed, disposed of, and replaced with suitable material all by and at the expense of the Subcontractor.
The entire surface of any section of the dike embankment shall be maintained in such condition, as deter-mined by the Contractor that construction e ment can travel on any p, art of all sections. quip-in the surface of any layer shall be filled andRuts leveled satisfactorily before compacting.
The Subcontractor shall exercise extreme care in placing and compacting embankment fill in the i
proximity of all structures.
The. subcontractor shall also carefully place all Zone 1 and Zone 2 material to preclude any contanination of the sani drain..
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9 7220-C-210 Rnvision 7 l 2 i 12.5.2 Zone 1 and Zone 1A Zone 1 and Zone 1A material shall be placed in the embankment fill as shown on the Drawings or as required and compacted as specified.
The uncompacted lift thickness shall be determined by field personnel after evaluation of the proposed compaction equipment.
However, in no case shall the uncompacted lift thickness exceed 8 inches for heavy g
self-propelled equipment and 4 inches for a
hand-operated equipment.
12.5.3 Zone 2 Zone 2 material shall be placed in the embankment fill as shown on the Drawings or as required and compacted as specified.
The uncompacted lift thickness of Zone 2 material shall be determined by field personnel after evaluation of the proposed compaction equipment.
However, in no case shall the uncompacted lift thickness exceed 8 inches for heavy self-propelled equipment and 4 inches for jhi hand-operated equipment.
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12.5.4 Zone 3 Zone 3 material shall be placed in the embankment as shown on the Drawings or as required.
The uncompacted lift thicknesses shall be determined by field personnel after evaluation of the proposed compaction equipment.
However, in no case shall the uncompacted lift thickness exceed 8 inches for heavy
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s' elf-propelled equipment and 4 inches for jhi hand-operated equipment.
Approved placement methoc.s shall be used which will prevent segregation of the materials and prevent mixing with other materials.
Approval of the placing method will be on the basis of demonstrated ability to place Zone 3 materials without segregation.
The surface of the adjacent fill shall be sloped throughout.the construction operations so that water will readily drain away from Zone 3 toward the outer slopes of the embankment.-
shall take partic2lar care to' prevent waterThe Subcontractor from draining into Zone 3. Construction equipment shall cross Zone 3 only at specifically approved locations and elevations and the changed as required. number ofJerossings shall be period Provision shall be made to protect Zone 3 material from contamination at each crossing, and any contaminated Bone 3 material shall be removed and replaced with *
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7220-C-210 e
Ravicion 7 l [
e satisfactory material all be and at the expense of the Subcontractor.
A vibratory roller or other suitable equipment may be substituted for the rubber tired roller to achieve the required compaction of zone 3 material only.
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Specification 7220-C-210 Revicicn 5 12.5.5 Zone 4, Zone 4A, Zone 4A sone 4 and 4A material shall be placed as embankment fill and ripgap bedding in the 4
embankment as shown on the Drawings or as required.
In. areas of Zone 4, no special compaction is required, however, construc-tion equipment shall be routed in such a i
manner that some compaction is achieved.
In areas of Zone 4A, material shall be placed in layers not more than seven inches in uncompacted thickness, and shall be rolled as directed by the contractor.
i In areas of Zone 4A not accessible to roller equipment operation, the material shall be compacted in accordance with Paragraph 12.8.3.1 of these specifications with the
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lift thickness determined by field personnel after evaluation of the proposed compaction jpg equipment.
However, in no case shall the uncompacted lift thickness exceed 7 inches.
Placing shall be carried out so that the mat-erial does not segregate.
If segregation does occur, the material shall be removed and replaced with suitable material all by and at the expense of the Subcontractor.
Zone 4 material shall be placed only on the outside of the pond dikes (over the sand drain).
Eone 4Z shall be used only on the baffle dike, j
on the inside of the pond dikes, and on those outside areas of the dike where it will not contaminate the discharge face of the Zone 3 sand drain material.
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12.5.6 Zone 5 and Zone SA J
Eone 5 and 5A material shall be placed in the embankment fill as shown on the drawings or as required.
Zone.5 material shall identify riprap protection material generally placed along selected portions of the ourside slope of the cooling pond (the ease and northeast sides) and along selected portions of the inside slope of the cooling pond in areas of i
a short fetch.
All other areas requiring riprap protection shall be designated Zone 5A.
Sone 5 and 5A material shall be placed in such a manner as to produce a reasonably well graded mass of rock with the minimum practical percentage of voids.
The larger i
pieces shall be uniformly distributed throughout the rock mass and the smaller pieces shall fill the voids between the larger pieces.
Hand placing may be required.
to a limited extent, but only as necessary
)gf) to obtain the results specified
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7220-C-210 R3 vision O A tolerance of plus 6 inches or minus 3 inches from the slope lines, elevations and grades shown, will be allowed in the finished surfaces of the zone 5 and Zone SA materials.
Zone 5 and 5A materials shall conform to gradation require-ments given in Table 12-1.
Where zone 5 or SA material is placed as slope protection at drops in the drainage ditches, as shown on the drawings, it shall be grouted after it has been placed in its final positiop.
The zone shall be grouted over its entire thickness.
Prior to grouting, the rock particles shall be flushed with water and the material shall be thoroughly wetted.
Care shall be exer-cised to ensure that all voids are satis-l factorily filled with grout.
12.3.7 tone 6 zone 6 materials shall be placed as downstream slope protection for the embankment fill as shown on the Drawings or as required.
The i
method of placement will be at the Subcontractors option and subject to approval by the contractor.
1 Approval will be based on demonstrated ability to place zone 6 material satisfactorily.
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12.5.8 Spreading i
Immediately after dumping embankment material on any zone having a specified maximum uncour pacted lift thickness, that material shall be spread by bulldozer, grader, or other approved i
means in approximately horizontal layers over the previously compacted fill.- Unless other-wise required, the uncompacted thickness of the layers prior to compaction shall not exceed those specified.
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i 12.5.9 Loosening Surface, _of Materials If the compacted surface of any layer of material is determined by the contractor
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7220-C-210 Itevisim O l
l to be too smooth to bond properly with the succeeding layer, it shall be loosened
'by harrowing or by other approved methods, and, if required by the Contractor, it shall be sprinkled or otherwise moisture condi-tioned before the succeeding lift is placed thereon.
In addition, any surface crust formed on a layer of fill material that has been dumped and spread shall be broken up by harrowing and, if required by the Contractor, moisture conditioned to the full depth of the layer prior to rolling.
Harrowing shall be done with a disc or a I
spring-toothed harrow or other approved equipment.
If one pass of the equipment 4
does not accomplish thc breaking up and blending of the material, additional passes of the equipment may be required.
1 12.5.10 Removal of Stones, Roots and Debris Any oversize material transported to the embankment for use in Zones 1 through 4 shall be removed to Zone 5 or SA provided that it falls within the specified require-ments for Zone 5 or SA.
Roots and other debris shall be removed from the embank-l ment and disposed of in the disposal areas 3
as specified.
i 12.6 Moisture control i
12.6.1 sone 1, zone 1A, and Zone 2 i
i Insofar as practicable, Zone 1, Zone 1A i
and Zone 2 material which require moisture control, shall be moisture-conditioned in i
the borrow areas.
Moisture. conditioning i
is the operations required to decrease the moisture content of material, which as re-quired by the specification is too wet or to
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increase the moisture content of materials, which, as required by the specification i
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I 7220-C-210 R3 vision 7 is too dry.
The moisture content during compaction should be within +2% of the hi optimum moisture content provided that in j
zone 2 the wet limit for compaction of the material shall be that moisture content at which the rubber tires of the specified rubber tired rollers rut the surface of the fill by more than 6 inches.
For zone 2 material placed in the-Bullock
" Cree area and other areas as specified by the Bechtel representative, the water content during compaction shall be not more than i
2 percentage points below optimum moisture content and not more than 5 percentage points above optimum moisture content.
i If the moisture content exceeds 2 percent above t
optimum the fill shall be placed with a compaction effort equal to at least 95 percent of the maximum dry density as described in i
section 12.4.5.1, or 85 percent relative density as determined by ASTM A-2049, whichever is applicable.
If the material in the borrow area does not contain the required moisture content, sprinkling from a truck equipped with ait shall be moisten sprinkler.
The sprinkler truck shall be j
capable of uniformly distributing the water over the entire area to be used.
When l
required by the contractor, material in the borrow area shall be processed with plows, i
discs, dozers, motor graders or other approved 4
equipment to distribute the moisture uniformly throughout the material to be used, or for a
the purpose of aerating material containing is done in the borrow area, care shall beexcessive exercised to moisten the material uniformly and excessive runoff or accumulation of water shall be avoided in depressions.
i Tests done in accordance with Paragraph 12.4.2 will indicate the degree of moistening or aerating necessary to comply with Paragraph 12.6.1.
After placement of loose' material t
on the embankment fill, the moisture content
/kg may be further adjusted as necessary to' bring such mate'ial within the moisture r
content limits required for compaction.
4 If the material placed is too wet for. compaction,
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7220-C-210 R;vicion 7 it shall be aerated as specified and dried until the moisture content of the entire layer is uniform and reduced to within the required.If the material placed is too dry for suitable compaction, it shall be sprinkled and disked, harrowed or otherwise mixed until the moisture content of the entire layer is uniform and within the specified limits. Such sprinkling shall be by sprinkler truck which shall be equipped with pressure spray bars and valves to give a uniform and even application of water to the areas being covered and a positive control of the rate of application at all times.
Rolling of any section of embankment containing material too wet or too dry..
i The above paragraphs give recommended instructions and are a guide to controlling moisture content prior to and during compaction.
The verification of the adequacy of this control is to be at the time of density testing.
Therefore the moisture requirement of +2% of 3
optimum moisture is to be implemented at the G
time of density testing.
Density tests shall be performed immediately after compaction or as directed by the onsite geotechnical soils engineer.
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7220-C-210 Ravision O i
to obtain the required compaction shall be delayed until the moisture content of the material is brought to within the required limits or the material shall be removed and replaced with suitable material by and at the expense of the Subcontractor.
12.6.2 Zone 3, zone 4, zone 4A, zone 5, zone SA and Zone 6 5
Moisture conditioning of material for zones i
3, 4, 4A, 5, 5A and 6 is not required.
12.7 Compaction Equipment 12.7.1 General All compaction equipment shall conform to the following specifications.
The Subcontractor shall maintain such equipment in first class operating condition at all times and, where required by the Contractor, shall immediately make any adjustment necessary to obtain the required compaction.
When rollers are oper-3 ated one behind the other in the same track, 1
all rollers operated in this manner shall have j
the same general dimensions, weights, and i
operating characteristics.
Equipment used to pull rollers shall have sufficient power to j
satisfactorily pull the rollers when they are ballasted to the specified weights.
The Subcontractor may use compaction equipment other than that specified, provided that the Subcontractor shall, at its expense, demon-strate that such substituted equipment will achieve equal or bacter degrees of compaction and other eheracteristics than those achieved by the equipment specified, all as determined by the contrretor.
12.7.2 Rubber-Tired Rollers Rubber-tired rollers shall have a minimum of 4 wheels equipped with pneumatic tires which
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7220-C-210 Revisien O shall be of such size and ply that tire pressures can be maintained between 80 and 100 pounds per square inch for a 25,000 pound wheel load during rolling operations.
Unless otherwise required, rolling shall be done with tires inflated to 100 psi.
The roller wheels shall be located abreast in a rigid steel frame, each wheel loaded by an individual weight box so that each will carry an equal load when traversing uneven ground.
The spacing of the wheels shall be such that the distance between the nearest edges of adjacent tires shall be not greater than one-half of the tire width of a single 3
tire at the operating pressure for a 25,000 pound wheel load.
The weight boxes shall be suitable for ballast loading such that the load per wheel may be varied as required from 18,000 to 25,000 pounds.
The roller shall be towed at speeds not to exceed 10 miles per hour.
4 An alternate roller approved by the Contractor may be used in which case additional passes may be required.
12.7.3 Power Tampers i
Power tampers shall be operator-held type of a size capable of performing the required com-1 i
paction and shall be subject to approval.
Approval will be on the basis of demonstrated ability of the tampers to accomplish adequate compaction as determined by the Contractor.
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i 12.8 Compaction Requirements i
12.8.1 Rolling i
After material has been placed and spread on the fill and the moisture content and condi-tion of the fill is satisfactory, the material i
shall immediately be compacted.
All roller j
passes shall be made parallel to the axes of the. dikes or embankment unless otherwise approved
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7220-C-210 Ravision O by the Contractor.
The rolling requirements
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for each zone of the dikes and embankment are j
as follows:
Type of Compaction Minimum Number of Zone Equipment Passes per Lift 1.
50-ton Rubber Tired Roller 4
1A 50-ton Rubber Tired Roller 4
2 50-ton Rubber Tired Roller 4
3 50-ton Rubber Tired Roller or Vibr. Roller 4 4
Construction Equipment routed over the zone or additional rolling as directed by contractor 4A 50-ton Rubber Tired Roller as directed by Contractor.
5 Not Required SA Not Required j
6 Not Required t
A pass shall consist of the. entire coverage of the area with at least one trip of the equip-ment specified.
I In order to effect complete coverage of the area being rolled, each trip of the roller shall overlap the adjacent trip by not less than 2 feet.
Dumping, spreading, sprinkling, disking, or harrowing, and com-pacting may be performed at the same time at different points along the section where there.
is sufficient area to permit these operations to proceed simultaneously.
12.8.2 Additional Rolling i
If,.as determined by the Contractor, the desired compaction of any portion of embankment is not obtained by the minimum passes specified, addi-tional passes shall be made over the surface area of such designated portions of the crLankment until the desired degree of compaction has been
. attained.
However, where lift thickness is grer.ter than specified, or moisture content at time of rolling is improper or specified rolling has not been performed, such rolling shall be by and at the expense of the Subcontractor.
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7220-C-210 Revision O 12.8.3 Fill Not Accessible to Specified Rollers 12.8.3.1 General Unless otherwise specified, all embankment fill not accessible to roller compaction shall be com-pacted by power or hand tampers, or by rolling, or other approved means to the same degree required for like materials compacted by I
roller.
Fill containing both sides of a wall, pipe or structure i
shall be kept at approximately the same elevation and compacted equally
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on the sides until placement has reached the required elevation.
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12.9 Slides i
In the event of slides in any part of any of the embankment prior to final acceptance, the Subcontractor shall remove utaterial from the slide area as required, and shall rebuild that portion of the embankment.
In a
case it is determined by the contractor that the slide was caused through the fault or negligence of the i
Subcontractor, the removal and disposal of the material 1
and the rebuilding of the embankment shall be performed j
by and at the expense of the Subcontractor.
Otherwise, such work will be paid for under the applicable items j
of excavation and embankment.
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l-12.10 Winter Protection of the Embankment The Subcontractor shall take whatever precautions are necessary to protect the partially completed embankments for the winter period.
Subcontractor will also perform any i
necessary reconditioning resulting from lack of winter protection.
12.11 Measurement and Payment 12.11.1 Embankment
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7220-C-210 j
Revision O 1
a 12.11.1.1 Measurement Embankment will be measured in place to the nearest cubic yard of embank-ment material of the various zones, satisfactorily placed and compacted in the dikes and the railroad embank-ment.
Such measurement will be made i
between the foundation lines as deter-mined by survey in the field and the neat fill lines, grades and slopes shown.
No allowance will be made for settlement of the foundation or of 1
the embankment during construction.
i 12.11.1.2 Payment i
4 Embankment will be paid for at the applicable contract price stated in the Price Schedule for the items i
listed below; provided that embank-ment placed around walls, pipes, structures and elsewhere requiring i
the use of special compactors for j
compaction will not be paid for separately, j
Item 15A Embankment, Zone 1 Item 16 Embankment, Zone 1A Item 17A Embankment, zone 2 i
Item 18A Embankment, Zone 3 i
Item 19 Embankment, Zone 4 4
Item 20 Embankment, Sone 4A t
i Item 21 Embankment, Zone 5 t
Item 22 Embankment, Zone 5A Item 23 Embankment, Zone 6 Fayment for Item 21 shall reflect savings far use of Contractor-furnished - ';erials located on-site; such materials are available to the Subcontractor in an "as-is" condition.
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Revision O 12.'11.2 Additional Rolling for Compaction 1 2.11.2.1 Measurement Additional rolling for compaction will be measured to the nearest 1/4 hour as the number of hours such additional rolling is satisfactorily performed.
12.11.2.2 Payment i
1 1
Additional rolling for compaction will be paid for at the contract price stated in the Price Schedule for the item listed below.
Item 24 Additional Rolling
.9-Rol5ing for compaction o'f Zone 4A j
material, if required by Contractor, i
will be paid for at the contract
)
price stated in the Price Schedule for Item 24. No payment will be made for additional rolling required of alternate rollers j
to meet the same compactive effort of the 50-ton i
. roller.
j 1.2.11.3 Winter Protection j
Winter protection will not be paid for separately, nor will any payment te made for costs to i
recondition the materials as a result of the Subcontractor's i
failure to provide adequath winter protection.
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7220-C-210 Rsvisien 5 13.0 PLANT AREA BACKFILL AND BERM BACKFILL t
13.1
_ General i
This section covers only embankment materials placed in the plant area, (as defined on the contract drawings) and also backfill material required to provide a minimum 100 foot wide berm adjacent to the emergency cooling pond area.
All work under this section shall be subject to the Quality Assurance provisions as required by Section 16.0 " Quality Assurance Program Requirements".
)
13.2 Definition 4
The term backfill as used in this section shall include all types of embankment zone materials required in the plant area and the berm, except that the following materials shall h be considered structural backfill: 1) backfill materials to be placed within three feet of any plant area structure, or
- 2) backfill areas inaccessible to motorized rollers.
Structural backfill vill not be placed by the Subcontractor.
1 13.3 Materials 4
i Materials shall conform to the applicable Section 12.3.
paragraphs of k
13.4 Testina Testing of all materials placed in the plant area and the
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bara will be performed in accordance with the tests listed in Section 12.4.
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i 13.5 Placement Material placement procedures shall conform to Section 12.5.
Attention shall be given to not exceed the lift thickness specified for the various sones of materials.
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i 7220-C-210 Revicica 7 13.6 Moisture Control Moisture control of the plant area and berm material shall conform to Section 12.6.
i 13.7 Compaction Requirements 13.7.1 cohesive Soils i
All cohesive backfill in the plant area and the bara shall be compacted to not less f
then 95 percent of maximum density as determined by ASTM D 1557, Method D.
13.7.2 Cohesionless Soils
'All cohesionless backfill under structures shall j
- be compacted to noc less than 85% relative density.
All other backfill in the plant area and the berm shall be compacted to not less than 80% relative A
j density as determined by ASTM D 2049, with the m
exception that Zone 4, 4A, 4Z, 5, SA, and 6 l
materials need no special compaction effort j
. lother than what is described in Section 12.8.1.
13.8 Slides and' Winter Protection All provisions for slides and winter protection shall be similar to requirements in Sections 12.9 and 12.10 i
13.9 Measurement & Payment 4
13.9.1 Measurement 4
hbankment will be measured in place to the nearest cubic yard of embankment material of the various zones, satisfactorily placed and compacted in the plant area and the bers.
Such measurement will be made between the
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foundation lines as determined by survey in the field and the neat fill lines, grades and slopes shown. No allowance will be made i
for settlement of the foundation or of the embankment during construction.
13.9.2 Payment hbankment will be paid for at the applicable contract price stated in the Price Schedule for the items listed below.
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I 7220-C-210 Revisien O Item ISB - Embankment, Zone 1 Itra 178 - Embankment, Zone 2 Item ISB - Embankment, Zone 3 i
1 13.9.3 Zones 4, 4A, 5, 5A, and 6 placed in the plant area will be paid for under the appropriate item as listed in 12.11.1.2.
No other payment will be made.
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13.9.4 Pay items ISB, 175, and 18B will be full payment for placing and compacting the material. No payment i
for additional compactive work to meet unanticipated
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problems for slides and winter protection will be
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7220-C-210 Revision 1 l
14.0 GROUT The Zone 5 and SA riprap shall be grouted where used in the drainago ditches as shown-on the Drawings.
Grout shall consist of a mixture of 1 part Portland Cement, 2
parts of sand, and water.
The cement and sand shall first be combined in the pzvper proportions, and then thoroughly mixed with a quantity of water sufficient to permit gravity flow into the interstices with limited spading and brooming.
Cement, sund and water shall conform to the requirements of Paragraphs 14.1.1 through 14.1.3 The grout nhall be mixed in a mechanical mixer and used within 1/2 hour after mixing commences.
14.1 Materials Materials shall conform to the applicable requirements of MDSHSS to the degree referenced below and as modified herein.
14.1.1 Cement kSTM Designation C-150 Type IIA d
14.1.2 Aggregate 1'
I Coarse aggregate shall conform to MDSHSS (1970 edition)
Paragraph 8.02,- Class 6A; fine aggregates shall conform to MDSHSS Paragraph 8.02, Class 2NS.
14.1.3 Water Water used in mixing concrete shall be. free of injurious amounts of oil, acid, alkali, organic material or other deleterious substances as determine' by current AASHO Designation: T-26.
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l 7220-C-210 Revision 0 14.2 Measurement I
i Measurement for payment for grout will be made by the 4
mixer to the nearest cubic yard as the number of cubic yards supplied and placed to the satisfaction of the Contractor.
l 14.2.1 Payment-l Payment for grout will be made at the contract price stated in the Price Schedule for the item t
listed below.
Item 25 Grout i
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15.0 SEEDING J
i 1
15.1 General 1
i At completion of placement of Zone 6 material the slope surfaces shall be seeded.
Seeding consists of cultivating, l
watering, furnishing and applyihg fertilizer, furnishing 1
and broadcasting seed, and covering the surface with a i
mulch.
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15.2 Materials I
-Materials shill conform to the following specifications:
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15.2.1 seed 4
A mixture containing 20 percent Perennial Rye Grass, 30 percent Red Fescue.
and 50 percent of Kentucky Blue Grass.
The seed shall be at least 95 percent pure and have a minimum of 85 percent germination.
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smA M 4M 7220-C-210 Revision O 15.2.2 Fertilizer 9
Fertilizer shall be Complete Analysis Fertilizer with a 1:1:1 ratio.
15'2.3 Mulch x
Mulch shb1 be Excelsior Woodfibre Mat as manufactured by the American Excelsior
Corporation, or equivalent.
15.3 Procetfure 15.3.1 Cultivating Areas to be seeded shall be cultivated to a depth. of approximately 6 inches._
x 15.3.2 Watering
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After cultivation the areas to be seeded shalls be uniformly watered.
Water shali be applied.
in'a fine mist spray to prevent erosion. ' (.
Application rate shall be as determined by the-Contractor.
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15.3.3 Seeding w
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s Immediately after watering, seed shall be'
-- uniformly broadcast over the area to be seeded.
Such broadcast shrT! be at the rate of four Pounds of? seed mixhrt - co each1000 square feet of actual 07,a.
15.3.4.
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,s Fertilizing
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[ Immediately after broadcasEing seed', lertilizer shall,be applied to the sesded areas.
Such application shall be at the actual nitrogen (slow reledse)" rate of'2 pouMs of for aaeh 1000 equate feet of acesal seeded area.
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7220-C-210 Revisica 4 15.3.5 Mulch The mulch shall be applied at thickness in accordance with the appropriate manufacturer's recommendations.
15.3.6 Alternative Procedure to Sections 15.3.2 through 15.3.5 The seeding and mulching vill be accomplished by a two step operation. The first is to broadcast 4 pounds of seed (mixture as specified in Section 15.2.1) per 1000 sq. ft.
The second step is the hydraulic applica-tion of mulch (30 lb. of Conwed, or equal per 1000 sq.
i ft.), fertilizer (10 lb. of 18:6:4 ratio per 1000 sq. ft.),
and binder (1 gal. of Terra-Tack, or equal per 1000 sq.
ft.).
13.4 Measurement and Payment 15.4.1 Measurement Measurement for pnyment for seeding vill be made at the contract unit price per 1000 square feet, and shall be full payment for all operations to seed, fertilize, vster, etc., performed in conjunction with the seeding work.
Topsoil used in preparation for such seeding will be paid for under Item 23.
15.4.2 Payment Payment for seeding will be paid for at the contract price
. stated in the Price Schedule for the item listed below:
Item 26 Seeding 9
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t 7220-C-210 Revision 5
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16.0 QUALITY ASSURANCE PROGRAM REQUIREMENTS The Subcontractor will be required to provide a Quality Assurance Program to cover Section's 13.5 (Placement), 13.6 (Moisture Control),
and 13.7 (Ccznpaction Requirenents) of these, specifications. The b
Program will cover the follwing elernents.,
1.
Organization 6.
Document Control 2.
Quality Assurance Program 7.
Nonconformance k
3.
Instructions & Procedures 8.
Corrective Actions 4.
Inspection 9.
Audits (Internal) 5.
Quality Assurance Records 16.1 ORGANIZATION The authority and responsibilities of persons performing activities affecting the quality of the work shall be clearly established.
16.2 QUALITY ASSURANCE PROGRAM i
.The Subcontractor's Quality Assurance Program shall be described in a Quality Assurance Plan which incorporates descriptions of existing techniques and procedures that apply i
to the program elements.
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16.3 INSTRUCTION
S. PROCEDURE
S AND DRAWINGS Activities affecting quality shall be described by documented instructions, procedures or drawings and shall be accomplished therewitn.
16.4 INSPECTIbN In-process inspection of activities affecting quality shall be planned and documented to assure conformance with drawings, specifications and work instructions.
16.5 QUALITY ASSURANCE RECORDS Records shall be maintained to furnish documentary evidence of activities affecting quality. The records shall include t
procedures and equipment used in performing quality requirements and results of inspections performed.
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7220-C-210 Rev, 5 l
16.6 Document Control Measures shall be established to control the issuance of documents, such as instructions, procedures, and drawings, including changes ther,e to, which prescribe all activities affecting quality.
16.7 Nonconforming M terials. Parts, or Components a
Measures shall be established to control materials, parts, or components which do not conform to requirements in order to prevent their inadvertent use or installation.
16.8 Corrective Actions Haasures shall be established to assure that conditions adverse to quality, such as failures, malfunctions, deficiencies, deviations, defective material and equipment, and nonconformances are promptly identified and corrected.
16.9 Audits (Internal)
A comprehensive system of planned and periodic audits shall be carried out to verify compliance with all aspects of the quality assurance program, and to determine the effectiveness of the program.
16.10 No separate payment for this program will be made.
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l 7220-C-210 Revision 5 17.0 MISCELLANEOUS STRUCTURAL WORK AND OTIIER DRAINAGE ITDiS i
17.1 ceneral Various structures, including the inlet, outlet, and gate shaft of the pond outlet facility, drop structures, head-walls, and culverts, are included in the contract work as incidental items to the earthwork. A large part of these items were completed during the original construction work.
This section covers all items shown on the contract draw-ings as re.saining work to be completed.
17.2 Concrete Work f
17.2.1 Materials, r
Cement shall conform to ASTM Designation C-150, Type II. ?.ggregates shall conform to ASTM C 33-71a. Water shall be free of injurious l[
amounts of impurities as determined by current AASHO Designation:
T-26.
Air entraining admixture conforming to ASTM Designation l
C-260; entrained air content shall be 3 to 6%.
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Reinforcing steel in all concrete work shall conform to ASTM Designation A-615, Grade 60.
Preformed expansion joint fill shall be in accordance with ASTM Designation D 1751.
1 17.2.2 concrete Portland cement concrete shall be designed, batched, mixed and furnished to the jobsite in accordance with ASTM C-94 and ACI 301.
b Concrete shall be a 11/2 in. or 3/4 in.
mix, and shall have a minimum compressive strength of 3000 psi in 90 days.
17.2.3 Concrete Submittals to be Furnished by Subcontractor.
The Subcontractor shall, at its expense, submit the following:
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7220-C-210 Revision 5 1
l 17.2.3.1 Proposed concrete mix designs 17.2.3.2 Mill test reports.
17.2.3.3 Material samples as requested by the Contractor.
17.2.3.4 concrete samples for compressive strength tests (Testing by contractor).
4 17.2.3.5 Delivery tickets.
17.2.4
' Concrete Construction Methods All concrete shall be placed in accordance with the applicable provisions of ACI 301, ACI 318 and ASTM C-94.
i 17.3 Miscellaneous Metal Work l
17.3.1 The work includes, but is not limited to furnishing, fabricating, and installing the following miscellan-eous metalwork.
i 17.3.1.1 Etoplog guides, galvanized.
17.3.1.2 Hatch cover and frames, galvanized.
17.1.1.3 Pipe handrailing, galvanized.
17.3.1.4 Pipe, galvanized.
17.3.1.5 Ladders, salvanized.
4 17.3.2' Materials i
Materials shall conform to the following specifications.
17.3.2.1 Structural Steel ASTM Designation A 36.
17.3.2.2 Pipe for Handrails and Sleeves
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q 7220-C-210 Rsvision O ASTM Designation A 120, Schedule 40, galvanized.
17.3.2.3 Fasteners Anchors, inserts, plugs and like items required for the installation of miscel-laneous metal items shall be approved standard commercial products of types and sizes best suited for the intended purpose.
17.3.2.4 Zine-Coating Repair Material Galvanox or ZRC.
17.3.3 Fabrication 17.3.3.1 Detailing and fabrication of steel items shall conform to AISC Steel Construction Manual.
- 17.3.3.2 Connections shall be bolted or welded as shown or as specified.
17.3.3.3 Pieces shall be well-formed to the shapes and sizes shown. Shearing and punching shall produce clean, true lines and surfaces.
All ragged edges, welds, protruding bolts or other fasteners, which might cause injury to personnel, shall be removed or otherwise protected.
a 17.3.4 Galvanizina 17.3.4.1 Galvanizing shall be done after fabrication -
in accordance with the specifications cited below.
Items fabricated from rolled, presssd and forged steel shapes, plates and strip, ASTM Designation A 123.
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g 7220-C-210 Revisica 1 Iron and steel hardware, AS1M Designation A 153.
r Iron or steel sheets, coils and cut lengths, ASTM Designation A 525, with not less than 1.25 ounces of zine coating per square foot of flat area.
j 17.3.5 Weldina 4
17.3.5.1 General Welding shall be done by the manual-shielded, metal-arc or submerged-arc process. Welding electrodes used for manual welding shall be an approved low hydrogen type unless other-wise approved. Unless modified herein, weld-ing, welding procedura qualification and welder and operator qualification shall comply with the applicable requirements of the AWS
" Structural Welding Code",
D1.1.
In addition to conformance with the referenced code, manual welding shall meet the following requirements:
(1) Each weld shall be reasonably uniform in width and size throughout its entire length. Each layer shall be smooth, free j
of slag, cracks, pinholes and undercut, and shall be completely fused to the adja-cent weld beads and base metal. The cover pass shall be free of coarse ripples, irregular ' surface, non-uniform bead pattern, high crown, deep ridges or valleys between j
l beads, and shall blend smoothly and grad-ually into the surface of the base metal.
i (2) Butt welds shall be slightly convex, of uniform height and shall have full penetra-tion.
(3) Fillet welds shall be of the size indicated,
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with full throat and with each leg of equal Insth..
(4) Repair, chipping, or grinding of welds shall be so done as not to gouge, groove or reduce the base metal thickness.
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7220-C-210 Revision 1 17.3.6 Installation Miscellaneous metal items shall be accurately positioned and securely fastened in place. Itecs which are to be placed in die forms prior to plac-ing of concrete shall be so fastened in place as to prevent displacement during concrete placing operations. Movable parts shall operate satisfac-torily. Field connections shall be made by bolts unless field welding is specifically approved.
Damaged zinc contings shall be coated with zine coating repair material. The surface preparation for and the application of the zinc coating repair material shall be done in accordance with the manu-facturer's specifications.
17.4 Culverts 17.4.1 General A corrugated metal pipe. culvert shall be installed under the Miller Road Ramp. Coated perforated corrugated metal pipe shall be installed under the 1
drop structures.
17.4.2 kbterials Culvert pipe and fittings shall be furnished in accordance with AASHO Designation M36.
6" CHP shall be perforated in accordance with AASHO Designation M 36-70 Coating shall be as specified for Type C, AASHO Designation M 190-70.
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i 17.4.3' Installation a
17.4.3.1 General I
i The installation of culverts shall include furnishing all materials and eq'uipment and the construction or installation of all cof-ferdams and other facilities which may be I
necessary to perform the trenching and back-fill, and the subsequent removal of such b
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7220-C-210 Rsvicien O I
cofferdams and facilities, except where they are required or permitted to remain in place.
The locations shown for culverts are approxi-mate only, the exact location and alignment i
shall be as required. A minimum of 9 inches of cover to finished subgrade will be required over all culverts. As determined by the Con-tractor, any culvert which, after Installation, is not in true alignment or shows undue settle-ment, or which is damaged or deformed shall be taken up and re-installed or replaced as required, by and at the expense of the Subcontractor.
t 17.4.3.2 Trenchina 1
Trenches for culverts shall be excavated to the lines and grades established by the Contractor.
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When excavating for culverts and unyielding material is encountered, the material shall be removed below the bottom of the culvert to a minimum depth of one foot. The resulting trench below the bottom of the culvert shall be back-filled with backfill material as specified. Where culverts are to be installed in roadway fill, the fill shall first be constructed to a height above the top of the culvert equal to half the diameter of the culvert or to finished subgrade, whichever is less, and for a distance each side of the cul-
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vert location of not less than 5 times the dia-meter of the culvert, af ter which a trench shall be excavated, symmetrical about the centerline 'of the culvert, with a minimum width equal to one and a half times the diameter of the culvert and with l
sides as nearly vertical as conditions will permit, and the culvert placed. The trench'shall then be backfilled to the top with backfill material as i
specified. When a firm foutidation is not encoun-i tered, due to soft, spongy or other unsuitable material, such material shall be removed to the 3
limits required and the resulting excavation i
backfilled with backfill material as specified.
1 Material from the trenching operations shall be i
disposed of as required. The suitability of 1
material shall be as determined by the Contractor..
17.4.3.3 ' ' Placing Culvert m
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t 7220-C-210 Revisien O l
The bottom of the trenches, in which culverts are to be placed, shall be graded and prepared to provide a firm and uniform bearing throughout the entire length of the pipe. Corrugated j
metal materials shall be so handled as to prevent deformation and damage to the zinc coating. Separate sections of corrugated metal pipe shall be laid in the trench with outside laps circum-forential joints upgrade and with logi-tudinal laps positioned other than in j
the invert. Sections of corrugated metal pipe shall be firmly fastened together by means of the specified couplings.
17.5 Deleted 17.6 Excavation and Backfill Excavation and backfill around the structures and culvert pipe shall be in accordance with applicable provisions of Section 8.0 " Excavation" and Section 12.0 " Dike and Railroad Embankment construction".
17.7 Hessurement and Payment 17.7.1 Concrete 17.7.1.1 Measurement t
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7220-C-210 Revisica C)
Concrete will be measured to the nearest cubic yard as the number of cubic yards of concrete satisfactorily furnished and placed within the' lines and elevations shown or as required. The volume of any opening, recess, spaces occupied by ducts,
, embedded pipe, woodwork and metalwork, the measurement of which is greater than one square foot in cross section or 5 cubic feet in volume will be deducted.
r 17.7.1.2 concrete will be paid for at the applicable contract price stated in the Price Schedule for the items listed below. Provided, that concrete which is wasted or rejected or used in finishing operations, replacing damaged or defective concrete, backfilling of unauthorized excavation, backfilling additional excavation required as a result of unsatisfactory operations by the Sub-contractor, or concrete which has been used by the Subcontractor solely to facilitate its operations will not be paid for and provided further that concrete which, as determined by the Contractor, is j
wasted through no fault of the Subcontractor will be paid for at the applicable contract price.
Item 27 Concrete Work 17.7.2 Reinforcement Steel 17.7.2.1 Measurement Reinforcement steel will be measured to the nearest pound as the number of pounds of reinforcement steel satisfactorily furnished J
and installed.
i 17.7.2.2 Payment Reinforcement steel will be paid for at the contract price stated in the Price Schedule i
for the item listed below.
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f 7220-C-210 Revisicn O Item 28 Reinforcement Steel 17.7.3 Preformed Expansion Joint Filler Preformed expansion joint filler will not be paid for separately.
17.7.4 Deleted 17.7.5 Formwork Formwork will not be paid for separately.
17.7.6 Miscellaneous Metalwork 17.7.7.1 M ssurement e
e Miscellaneous metal work will be measured to the nearest pound as the number of pounds of such metalwork detailed, furnished, fabricated ard ins talled. Such weight will be determined using certified shipping i
weights, certified fabricators weights, and/or computed weights.
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l 7220-d-210 Revicion 0 17.7.6.2 Payment Miscellaneous metalwork will be paid for 1
at the contract price stated in t.he Price Schedule for the item listed below:
Item 29 - Miscellaneous Metalwork.
i 17.7.7 Culverts 17.6.7.1 Measurement i
Culverts will be measured to the nearest foot from and to end along the centerline of the installed culvert as the number of linear feet of culvert satisfactorily furnished and installed.
17.7.7.2 Payment Culverts will be paid for at the contract price stated in the Price Schedule for the items listed below.
Item 30 - Corrugated Metal Pipe Culvert, j
15 inch. diameter.
i Item 31 - Corrugated Metal Pipe Culvert, l
perforated and bituminous coated 6 inch. diameter.
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l 17.7.8 Excavation and Backfill Excavation and backfill will not be paid I
- 4 under this section, but rather in accordance j
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with the appropriate pay items j
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7220-C-210 Revisien 0 18.0 TEMPORARY CONSTRUCTION LAYDOWN AREAS 18.1 Ceneral A temporary construction laydown area will be provided along the west side of the plant area.
Permanent earthwork items in this area may be deferred until j
the laydown area is removed at a later date.
18.2 Material l
Material for this area shall be either,.
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- 1) material obtained from excavating for the Bullock Creek diversion, 2) spoil material from the channel widening excavation presently located along the river's edge, or 3) Zone 2 material as described in j
Section 12.3.
18.3 Testing i
Testing of all materials placed in the laydown area vill be performed in accordance with the tests listed in Section 12.4.
I 18.4 Placement and Moisture Control i
i Material placement of laydown area backfill will be in accordance with Sections 12.5.1 and 12.5.3, ex-capt that no proof rolling is required.
Moisture control of the material shall be in accordance with section 12.6. Prior to plaoment of bedtfill, the,laydwn area shall be cleared and gr2 bed.
18.5 Compaction Requirements Backfill'in the laydown area will be to the required densities shown on the drawing.
Such densities will 3
be determined by the modified ASTM 1557, Method D described in Section 12.4.5.1.
l 18.6 Channel Excavation Immediately adjacent to the laydown area a new channel alignment of Bullock Creek shall be excavated by the Subcontractor.
All channel excavation work shall be within 3 inches plus or minus of the design invert elevat(ons.
Such materials obtained from channel ex-l cavation shall be placed as fill for the laydown area.
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g 7220-C-210 Revisicn 1 I
18.7 Channel Stabilization Portions of the new channel shall be stabilized using i
a soil cement mixture composed of 8 per cent of Portland Cement, type II mixed with the natural soil.
The natural soil shall have a minimum of 8 per cent passing and a maximum of 30 per cent passing the #200 sieve.
Unsuitable material, roots, vegetation, etc.
shall be removed.
Approximately 6 galicas of water per square yard shall be added to the mixture; this i
amount may be revised as required by the Contractor.
The soil, cement, and water shall be mixed using an approved mixing machine.
Details of the Sub-contractor's Jh proposed method to place the soil cement shall be submitted to the Contractor prior to beginning this l
work.
3-j 18.8 Measurement and Payment 18.8.1 Backfill Measurement i
18.'8.1.1 Backfill in the construction laydown I
area will be measured to the nearest cubic yard of material placed and I
compacted.
Such measurement will j
be based on the existing grades as determined by a survey preceding backfill operations, and the neat fill lines, grades, and slopes shown.
j No allowance will be made for settle-ment or shrinkage of the embankment during construction.
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j 18.8.1.2 Payment j
Backfill will be paid for at the applicable contract price stated in i
the Price Schedule for the item listed below.
3 Item 32 Construction Laydown Area Backfill i
18.8.2 Channel Excavation
- t 18.8.2.1 Measurement I
Required excavation will be measured in place to the nearest cubic yard, as the number of yards satisfactorily excavated and disposed of in the
{g laydown area.
7220-C-210 Revisien O I
%. '18. 8. 2. 2 Payment Required excavation will be paid for a* the applicable contract price stated in the Price Schedule for the items listed below.
Item 33 Construction Laydown Arag Channel Excavation 18.8.3 Remaining Excavation All other excavation required to provide backfill material will be paid at the appro-priate item number 7 or 14 E 18.8.4 Channel stabilization 18.8.4.1 Measurement Stabilization work will be measured by the number of square yards com-placed and accepted.
18.8.4.2 Payment stabilization work will be paid for at the applicable contract price stated in the Price Schedule for the
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item listed below.
Item 34 Channel Stabilization 18.8.5 CImaring and Grubbing 18.8.5.1 Measurm ent All work perforned to clear and grub the lay-down area will be paid for as a Itmp sun iten.
18.8.5.2 Payment Clandng and grthbing work in the laydown area will be paid at the contract price stated in the Prion Schedule for the item listed below.
Itam 35 Construction Lay &swn Area
- e1==dng and Grubbing j
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Zone Description Source Cradation 1.
Impervious Fill Sandy silty clays or Designated borrow area and Not less than 20% passing i
A sandy silts with some all required excavation.
No. 200 sieve.
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clay.
i U.S. Std. Series Percent Steve Sizes Passing j
(by dry weizht) 1A.
Impervious Fill Native broadly graded Designated borrow area and No. 4 40-100 l
1 sandy glacial till.
all required excavation.
No. 30 30-100 3
No. 100 25-80 i
j-No. 200 20-70 Size in millimeters 0.01 10-40
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0.002 0-20 l
2.
n==Aa= Fill Any meterial free of Designated borrow area and No restrictions
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i hunus, organic or other all required excavation.
deleterious material.
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3.
Sand Drain clean sand graded as Obtained by Subcontractor 3/8 inch 100 i
j specified.
from source approved by No. 8 55-100 4
Contractor.
No. 30 20-55
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No. 100 0-10 No. 200 0-3 4.
Gravel * -
Crushed Stone ' ~~ ~~ ~ ~~ ~ ~ 0btained by Subcontractor 3 inch 100
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from source approved by 1 1/2 inch 80-100 l
Contractor.
3/4 inch 60-90 i
1 3/8 inch 35-60 d
No. 4 10-45 No. 10 0-20 i
l No. 16 0-5" l
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] O Washing any be required to control fines.
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7220-C-210 Table 12-1
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(SHEET 1)
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Zone Description Source Gradation
. 4A.
Gravel A washed 100% crushed obtained by Subcontractor from 1 inch 100 limestone graded'as specified.
source approved by Contractor.
3/4 inch 90-100 1/2 inch 75-90 3/8 inch 63-85 No. 200 7-15 4E.** Gravel Crumh=A stone Obtained by Subcontractor from 3 inch 100
,(
source approved by Contractor.
I 1/2 inch 80-100 i
3/4 inch 60-90 i
No. 4 35-605 d No. 10 10-45 No. 16 0- 5 No. 50 0- 3 No. 200 0- 2 l
- No washing will be required provided fines do not exceed above gradation requirements for two percent (2%) passing i
Mo. 200 U.S. standard sieve sizr and up to three percent (3%) passing No. 50.
t 5.
Riprap 6
l Sound durable rock free Stockpiled on jobsite Average size of particles: 8 inch.
of cracks to 12 inches. Maxi== size of any particle: 18 inches. No more tha 20% (by weight) of the material with particle sizes smaller than 6 inches.
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Riprey Sound durable rock free Obtained by Subcontractor from Average size of particles: 8 inches {
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of cracks.
source approved by Contractor.
to 12 inches. Maximum size of any i
particle: 18 inches. No more than 20% (by weight) of the material l
with particle sizes smaller than d !
6 inches. At least 40% (by weight) j of the material shall have particle !
sizes of 10 inches (100#) or larger.
I6 Topsoil and '
E mus and organic material.
Stripping from dike foundation,
)
Seeding borrow areas, and plant area.
Not applicable.
I j NDTE:
The materials to be placed in Zones 1A, 3, 4, 4A and 4Z shall not be of unifore size nor skip-graded, but shall be well graded from coarse to fine sizes within the specified gradation limits. '
}
7220-C-210 1
TABLE 12 j i
(SHEET 2) a Revision 3
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l e s 3 l .e s 7220-C-210 TAsLE F *2 TAsLE 7 3 ',.'e sheet 1 et 2 . fr,.Me:J.',. / Issupo sect Aa rossa rus7 .f t -........*, * > ?... o.r.,, 3 sarutons soLas Revision,1. ..g,* ,.. j.g *zu. rust AND FoNG AbfAS W sE ORcDIES ..7
- ,. &^ 2
( ,o re,er Sed. Water Male Dece1ble Ismer Agstfore Canetreetten septh or arteates segetroment sed. Serfeee Sonette & Fresamt Appres, ord. Note Septh setten Pisammetric Aeutfer Septh Desertpttee se cet er Pitt Cheese 9 get,se, st. seed seeth (ft.) (rt.) Stee. on 14e e sete taesttee sets leestsee 1 trilles sF
- set, appees. eser.
stecee astrese ples. (pt.) ~ 'tev-scA sb500,,327E 3heese No.18 Top 6o5 418 187 mane chaua A1 165-167 4ho-438
- White guerts ces to el. 6co cut + 5'
- a asee ~ sena* l en los but =25 Riet. Bris. of castas at unlese seele4 170-171 %35-%34. . guerte mead" C3. sreuma race pre.= 1 08 - 171-171 434.433.5
- sena" 1
Fot.1968 ytese. brea. st 1 sb865. 31ct costas estemana e 6' 609 soo hop Las inateates 4S meme smasented as ces to el. Sgt. cut e 13' (seated) ~ 178' but 6' 421 les 8tlet. Brig above ert. eurftse ess. exteestas indicates + 6e ca.. ptese heaa, Fes. 1968 (Finesse-noesetbas ~ ~. ' "seese, poetste cut te et. 58e cut i 36' s-1 sh195. Elbo te sreet) 400 : 370 '238' Artestem: Fler M 33 575 e 1 sys 375 er erer e11ty sema" ramme a messe pieso bee 4 June 2368 prob. e + 7 8. . same *=se-tes cut te e1. 30a' cut
- an'
~ ses sse met e=si=== dob - see not ~ 2 ft. (aeyth) set, .~ s.3 36145, 336o a essentemed as les anses & unsee aestas left installed s. ~ sieme 19s3 4.5 ft'
- 85-85 Sas-Sao
- grey staty, cut ta'e1 380*. cut
- s5' 3-4 shtr5. Es5e 6c5 38.5 name*
es 2-5 sbggo,377 3es dose inst saatente 632 151. 461 ~ ash se asettnettie cut,to el. Got cet + 1o' (senaea) i ~ enesunteeed perunable matte 3e=se & eestas left lastellet insteatea 6 l meer. J=s 1588 set 14 590
- seas packets' Det to el. doe cut e t' ses mes met a-si-*- sob
~ 15e WA meme ~ a eseemstered - enesentered 60 564
- eena pochets" s.6 an,5o, as6 an== left taste 11ea 52 552
- e11ty sama resse a messe
- 52'-58' June 1964
~ 539 9 3-8 Goo.h
- breeteh.srer F111 to el.613 Fill g 7' 605.4 63 5 595.%
ttae 'te 34 , sh610. 3333 medium sena" S47 595.4
- troy time to meeties g
58f4 sena* 17 31 SE4.
- grey time.
se:s b
_.-._m,_.____.__...- e e p t ~ - r 7220-C-210 Insta 7 2 1&Et F-8 [ Instase uuttana peut SLApr Doet2 of a
- EartAtest B Ess Revision 1 I
se,er erd. aster meta Doeotble asese Agatfore esosteesttee asse am. septh or Arteeten togstrement sed. $segese arttges my amneste & Sweemme aspees. end. ante anyth asteen Pteesenette aset for Depeh 3.seripeten se cet er Fitt Cheese e 3 ras 3t(pt.) (pt.) stes. em Les e note t eeetse ante Lee tte ante appees. emer. steene amessee snee. (pt.) stes. seed reena asse as. 5.a9 599.5- "branetsh-ces to el. 58t cet e 34' l s.as suet. sage 6et.5 8e.5 Sat.o 573 5 arerstity time seed l f ?...i ' ? 9.. p..- '..f 3e 512.5
- ecce samel leses..c N;N*,..-
f ' ? 7 *.~..: ' d. ? . 1 tase emes s.3 shSR, Egbe ' ~ -(smaleef.Y.- 685.3[ .?505.1 75' 65.e-538.15- ' "2.ser of F111 tE e1. 6% F131 + 3' j ,.e. .30s, . ~. y ;#;J. -.f 65.a5 537 5e eery motet . - w.y - w.5 Saa.63 crer sees" ens to e1. SE ' out'+ 13' 1 -4 t ' ~- 75.5 Sa7.65 " Imper er wet ~ t e: tc. sj grey eses, ,e ettge,t eier eestent" M shAES. Egge (seeBee) 485.4 30s 505.4 51'.., Emme SeAlented en 3eg i. seen Auns ans sat 5s unge det.6. de - 551.4
- 45 577 "eeeedtemet essa.
57-39 505-505 "arer ries same* cat to et' 6 5. est 16' 5 emees" 1 9 s ~ e. .,S> e - .d ,.r.- pp
e s .e = f ~ e t ~ 7220-C-213 - ~ m y.3 saar 7 3 ~ asRAmt IP5ttata m Mart Seet 1 of 1 ~ surumarer unsas Revision 1 to as r e=== sed. anser - Sur et sense amenable asser Agm49ere cemetswates ante sm. seeth er arteeten negatessent sed. estfase arggges ay ammmehe & Stenent Appose. Sud. Sole 3speh Gottee Pteessettle amotfor , Bayeh 9mostlptf ee Be cet er Filt Change 9 anse appsam. eser. Stee.e SwSees 53es. (pt.) Bloo. seed jf2fi (ps.) (Ps.) 31er. On les G nele leestten Bote lesettes amme Bto'. D-7N 34655. ETS seg asse est secease M 350 M S tt. (aspeh) ar,t h D *esene. thaa layers F111 to el.6) F111
- 13*
6 rease & ama m 3 eft ae.manad ---e er eager toerlag maare . eses
- Jan W
~ $13 *eeces. somme of emet
- W 58f *3esar of emed" 1
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W '.( This schedule of drawing and data requirements is to be fultilled before rendering final invoices. See below ~ .DQ for drawings required and dates due. Failure of Vendor to comply with drawing and data requirements may result in order cancellation in the case of initial drawings, or final payment being withheld in the case of final o drawings. Drawings are to be forwarded to: .l, BECliTEL CORPORATION
- P. O. Box 2167; Midland, Michigan 48646 3
3 Attention:_ L E Felton =* $4 IN ADDettoN, FoNWARD Wlf t1 Sil!PMENT, 8'H8F SRT OF ANY DRAW 1NnS NECF9949Y POW PfELD rNST Al.r. ATrON. FORWARD COPY OF LF.TTEn OP 78taHSMITTAL 70: IcCir!ck AS5oCIATES FACFLss10 MAL cotFORAf to:4 F20CWLDtDT ccFT. P.o. ses g g AN:8 A!Uno3e WWMlI 45131. ATTENTION EXPEDITOR NAMED ON PAGE 8 OF PL'IrCl4ASE ORDER. 4 TYPE OF DRAWINGS APPROVAL MIND OF NUMBER REQUIRED AND WEFORE FA8 O IEI OTHER REQUIREMENTS l# E S/ NO) lNITIAL FINAL J OUTLINE DIMENSIONS AND g TR ANSPARENCY g FOUND ATION REQUIREMENTS PasNvs g CROSS SECTION WITN PARTS TmANsPAmancy ,g LISTS WITN PRICES PneNys C SHOP DET AIL DR AWINGS CERTIFIED PERFORMANCE D ATA TmApesPAmeNCY AND TEST REPORTS Passets u E WORING DIAGRAMS Pe tNTs P CONTROL LOGIC DI AGR AMS Pet ests y j WELDING PROCEDURES Tm ANsPAmeNCY G h 6 T H DE CERTirlCATES. INSPECTION C AND TEST REPORTS eclesN A 4. COPtst INSTRUCTIONS FOR ERECTION OR j INSTALLATION. OPERATION AND as A N u A LS O P ' M AINTEN ANCE sACNTYPE [ LIST OF RECOMMENDED SPARE \\,, K PARTS Fore ONE YEAR'S OPERA. y,,, TION. WITN PRICES ( COMPLETED SECNTEL CORPORATION D ATA SNCETS ,,ang,an ncy M MATERIAL CERTIFICATIONS M ANUFACTURERS QUALITY N CONTROL. INSPECTION AND TEST YES
- j PROCEDURES AND REPORTS 4 Copies 4 Copies Mill Test Peports YES 2 copies 2 copies u*
uu o ) U h 4
- Ref. Spec Sect. 13.0 & 16.0 g.c Vendor's drawings will be reviewed and approved only as to arrangement and conformance to the specifications a 8
g drawings, and approval shall not be construed to relieve or mitigate the Vendor's ruponsibility for accura and nultability of materials and/or equipment repeewated thereon. w w j Final drawings must be certified and must show adjacent to the title block, Purcheur's eqidpment title and n manufacturer's wrial number and purchase order number. Initial transparencies must be made from faultlen mas y y, y transparencin shall be on wnh.off Mylar. Additional deswing requirementa will be specised in the Technical Sp 5 Inltlal drawings required within ,30. day
- of ree'l t *I fi'm order. Final drawings required within 3a_ days of P
receipt ofinitial deswings,or within._ daya of teceIpt of Arm order if no initial deswings are requested.The inalised S '"* O drawing transmittal requirement dates will be specified in the purchaw order and will take precedence over the abo a C DRAWINGS AND CATA REQUIREMENTS jog 7MO NO. 4 ATTaCMMcNT to Mc ptSullifloss NussecR .a c.21 o / P$O4 49 4 SG
\\ An 'GUALITY ASSURANCE PROGRAM FORM G 321C-SUPPLEMENT A ENGINEERING DOCUMENTATION
SUMMARY
( (Requiring Bechtel Approval PriL. to Fabrication) 7220-C-210 P.O.No._ dates due. Failure of Supplier to co.1nply with documentation requirem preNminary drawings or acce.7tance and/or payment being withheld in the case of final documen use this summerf as a guide for the preparation and transmittaf of the Supplier Engineering Documentation L Documentation Reference Kirid and Number Rtquirement Specification
- pay, Pgior of Copies Remarks Paragrapd Fab.
' Ship war $ Preliminary Final Quality Assurance ~Pr% a 16.0 15 4 4 9 1 .i e r i s e 9 y 'N I t 1 u \\ w 2 t. c s i. i M k ~ i r .n + a. a y s. p i. 1 _= ..-) a '.. h, yb g I '.] ,?., ,i.. J- ~; = ' + " - . f.w. .3, c.. p. p), ;., - - I.a. ' ;f N -, ;. >... 4,',
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s.\\ ATTACHMENT - A REQUIRED TEST REPORT FORMS 1 i f o ,5Feca F.e.aA. tim, c.Ro8 A-0 foneedix._E,, Sheet _1 o f _13., _ __..
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l i BECHTEL CORPORATION CONCRETE MIXER REPORT QC.2C 7220-C-20'3 l I':ciect ' # (" "il "" ' ' - - p1 mb Specification No i 7, Pout Number st. ?
- r 1,- r4 t**.k3 I
D.*'. Inspector L:: cation _ Shift: From To E.eention Weather ac. ..,c
==.:- <- n c..
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t. ..... l,,. ; 3 sia o- -n "**lll' ci-c~' s*~o = ave. l l 8 H I I1 I I i TOTALS l l l c r. u c u r aouixTuazs n. 1ho Heated .cu. yds Tixad l !.tixed Cocied _ eu.pds Waste Start of Pour: f '.':,nte 1 u h St.r:t'.re: In Structsre i End of Pour: TEST DATA win c,6
- vui, vswasaavu==
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- Contract. Rep.(Ir.!!!al)
- )elay: From To F.ensen for Delay:
^ d'. ~ ~ ' * .ts .. ?. ant Operator Placing Inspector 6' + s.' ,e 4 O 4 g g SS P nnav. 3 4 v 1* (* k e n d-
- , m# 14
EECillEl. COT.?OEATIM! C0!!CilT!: f.'.1):EP. I: lipo.li cC.2C page of Piolect }!idland Power Plant - 7220 Sp,ecificptica !!o 7220-C_-2.03 Site Mi Alanct, Michigan Pour flumber Spec. llo. 7220-C-208 [j! 1 inspector Lo:ation Shift: Frc.m To Elevation Yleather TEST DATA I * * * *' ' * " " ' I " " * * * ' ' ' ", r i e...'.' * "I "'".'.l .... k cet uu, sam wo. n o. yosav s = v r.. l cu: l l l u - - - -l suw v~< _ _..-._ a -. 1 I I I l. 1 I I I 1 ... -...\\ I _i I i l l l l l 1 Reas!.n ic? f.::ste: l Plcr.! 1:2.?:c'ter (lnitia!) Cc..tr :t.l!q.(!:.iti.8) i l D:!ay: Frem To 1 i 4' i Recsta fer D:Ity: l .s i Pfar.t Oper:. tor Placin;Intre:ter _. _._ h F ci,....,.... m 9. - n.. b
.. ~ :, : - BECHTEL CORPORATION Spec. No I'roject D AILY Date Pour No. r-CONCRETE YlELD rion!' SliEET QC 3C I \\ ocation Inspector ) 1 I,.g.,.iii.'.8 1 Shift: From ta i Elevation .:. u. Yleather l.10 l S T U 11 E 3AND COARSE ACCREGATE e Chapman Flask l 3.,4 u 16 3-4. Batch No. Ylet Wei ht 3 Dry Weight Total Vol. !!!. Differerce i.!ost. I IIloist. I C0!!CCETE YlELD l sCALEECl3H1 l
- s f.'0:STURE l
'bs f.'.0;$7URE l DRY rElGHT l YlELD Cen:ent Pozzolan Sand 3/4" Ti[~ q 3" g _flater AEA L Total C/F TECllillC AL DI.T A TEM P E R ATU R E
- F.
i SLU!.'P TIME lWATEM l sat <D l 3/4 AGG. l 11) AGG. l 3"AGG. l CE;.' Erit l CCNO. AIR I i 6 I .\\ l
- l i
E h REl.tARKS: [{. mOh . _.Checke_d_By_; .~
PrWect M_i_dla6DlPower Pl.gpt CECllfEL CCC.TO."if.TiCN 5.nec !1o._ _Z2.20..C.20s._. UAILY '. D%ta Pour f.'o ~ COTJCI'.E1E YlE.D Y!Ohi; SHEET OC 3C (~ o ation inspector i .page o i f..., h. ..[ f 8 2 (,' '.. Shift:,From __ to Elevation l'Icather T E C11!:I Cl. L D t,T A T E t.1 P E It AT U o. E
- F.
5 t.U'/P Ti!.tE g g.,.gg g $ l WATETt l SA?:D l 3/4 AGG. l 1
- AGG. ! 3" AGG. ! CC?tE!iT l Co!C.
I"* AIR i s I I I I i li i l i l L I 1 .I I I i 11 l l l l l I j i l i l .I i l l I 1 i i l l i i 1 1 i I i ... l ..d 4 I i l i l l i l i l i I ,e l I I i i .I i i i 1 i I I i I i l l i l I I i i i j i I --[' I i I I i i 7 I I . _.... l. I. .l._._. 4 I i i -1 i i l I I i i I .i l 4 I l l 4 j = i i I I l I i l 1 h I l ~ I I i i I l t R El.!Aig,5: Chee.1:.-d P.v:
IIIDLA';D PC'.*$?. PLid:T ~~ inspu: tor
- atioh M,, t,>
-~ Q vaNo'n Shif: From to 1 Weath:r spe:.% lacuinee
- l. cum.
sx=.% Screen nenined cum. or % ster. . Pa::ing Passina rg.yt, m, l Pass.ing PJ:!.7 Steve g7t_ _c-3/4t 1 1/2" Time : p 11/2 toil"Tirae: Log # Size i .c* 10.0 i i 3" ca101_.1 l 2" 20 55 ij l 1 103 1 1 1/2" - 0-15 92-20 : G5 l 2A55_.! i 1" ) C-15 3/4" t 1/2" 3/B" C-5 No. 4 i l i l No. 4 to 3/4" l No. 8 to 3/3" Log, # Tirne: . itog n T4-a-1" 100 j; I I i 3/4" 001C3 II t 3/8" 2055 E E 5.;C 3 No. 4 0-10 L 10 33 G5 i,. 1 OTO No. 8 Sand Sampte No. Tims:
- w..uaL!: No.
Time: i-4 95100 h o.s CO : 8 BO 1C,3_j 801p0 1 16 SSS5 0 1 5065 ? 30
- '5 50 $
I 25 60~-: 50 10-30 ;; 1c.30 103 2 10 7 i
- 2. i 0 j
203 l I2.5-3.ci F. l/.. 2.5-3.0 Idolsture Colcrrnetric Pis:e No. -3 1 2 3 4 5 Content ej, ' Flat & Elongated 1. ~ Size AVE. Flat & Elongated y
- Size 7.
~ AVE. Retnarks: p A-4 Append'ix s, She.et 7 of 13
I f IN-P30 CESS CCNCRETE TEST REPORT OC ACCEPTANCE DATE CONTROL NO. FIL'E P10.
- 1. INSPECTION PLAN NO.
DATE PAGE OF. CONCRETE & PLACEMENT IDENTIFICATION 3.. PLACEM ENT IDENTIFICATION THIN SECT.O MASS CONC. 4 CONCRETE CLASS
- 5. MIX NO.
S. SLUMP WORKING LIMIT INADVERTENCY MARGIN
- 7. ENTRAINED AIR cot 4 TENT LIMITS
- 8. WEATHER CONDITION APPLICABLE MODERATE O HOT Q COLDD S. CONCRETE PLACING TEMPERATURE LIMITS
- 10. POINT OF bM.*PLING 11 TICKET NO.
12.
- 13. Cut.t.
14.
- 15. CONC.
- 16. % AIR
- 17. UNIT I8.COMPRES5IVE TEST SPEC.
TRUCK NO. YARDAGE TEMP. ENT. WEIGHT IDENTITY CUAN. i CURE 1 I I l l l l i I I i l i l
- 19. CONCRETE SAMPLE,D IN ACCCRD WITH A'STM C-172-71
- 20. EQU'PMENT & METHOD OF SLUMP TEST IN ACCORD WITH ASTM C-143-71
- 21. AIR CONTENT TEST IN ACCORD WITH ASTM C-321-72T l
AIR METEH NO. DAE~CALIBRAT ED
- 22. UNIT WEIGHT TEST IN ACCORD WITH ASTM C-138-73 CONTAINER NO.
DATE CALIBRATED SCALC NO. DATE CAllBRATED
- 23. THERMOMETER U3ED NO.
CALIBRATED 24.CONCitLTE T!.CT CYLINDEft MADE AND CURED IN ACCORD W! ASTM C-31-69
- 25. CONCl4ETE f4 EJECTED CU. YDS.
IDENT.OF REJECT CONCRETE REASON FOR RiiJECTION toess-csa t
IN-PROCESS CONCRETE TEST REPORT 2. 1 PLACEMENT IDENTIFICATION OC ACCEPTANCE DATE CONTROL NO FILE NO. 11. TICKET NO. 12,
- 13. CUM.
14.gg y,
- 15. CONC.
- 16. % AIR 17 UNIT 18 COMPRESSIVE TEST SPEC.
TRUCK NO. YARDAGE TEMP. ENT. WEIGHT IDENTITY QUAN. CURE D E 4 .b. _ p-meernq<v v. m.* a 4 17 Arie
a. 1. Inspection plan number and date of report. i t. Seria; num'.er.bown on the concrete delivery ticket or truck number a deli. r, ticket unavailable. l 12. Time that the load arrived at the point of placement. 13. Cumulative yardage of concrete manufactured / transported for placement. l 14. Result 'f d Jmp test / tests when performed. See Note 1. I 15. Tc.perature of concrete. See Note 1. 16. Result of air test when performed. See Note 1. 17. Unit weight recorded in pounds per cubic foot. See Note 1. 18. Identity. Identify cylinder test set by a unique number. Quantity: Number of concrete test specimens in cylinder set. Cure: Record how cylinder set is to be cured; use "F" when ficid cured, and "L" when laboratory cured. 4 g b P i I a I j i i O
BECHTEL POWER CCRPOR ATION
- *Ecm ^a *E 2472 I
MIDLAND NUCLEAR POWER PLANT JOB 07220 REPORT OF CONCRETE CYLINDERS Coa? o6 -o-.s. , sus.. s.. i phac & MENT sutNTeFeCaTeose onTEPhaCS. P6aCEteENT boCaTeoM sowmCE CsesseeT smasso aseo TTre PL ANT DATA Champion incorporated Martin Marietta Type 11 ,e, a C uss -.. us? ...w e.. o s ?..es. T. O vES O NO _ i, AT .A, ,s TEST DATA AT 8ATCH PLANT ,es., E,.. T.o C..e.. T. -.., m o 6.... MOURS AT YARDS INITI ALS steese een Cosevent uneT ussees? TEuri CONCRETE TEMPS AIR
- NCHES g
/FTI 'F
- D esoesTusse sasso svosos e eToses a wavse/Caneen? + possotam navso M AM.
ACT essevnak Cweems sYmerMo 'F TO 'F AT M RS. INITI ALS s. TEST DATA AT PLACEMENT visas T no invCn no. Tiens oc vestine T..es or messen. MOURS AT YARDS ag gg e6 veer asa CONTsMT TEMP.e CONCnsTs Tsure nem 8MCMES
- F
'F INITI A LS eleteas Cu neses of meret o 'P TO 'F AT M R S. INITI A LS COMPRESSIVE STRENGTH DATA ASTM - C 71 S PE CIM E N DATE DATE MTAL M AD W M agg IDE N TI FIC A TION MOLDED TESTED POUNDS C L CYL D8 A M. AREA i = 4 ST&sename C T 6esens a asesanne C r*A ir-O CuSE OCORE OOT=ER ACEloavel Tastso av Cnssaan eT CMsCaso av et RSP kasesavenT swesswesen oats m
- TVPC OF SRC AMS A e CONE. MORT A R F AILURE S e COME. AGGRES ATE FAILURE C e SME AR. MORTAR FAILU RE D e SME AR. ASSMEG ATE F AILbRE E as OTME R A-6 Anoendix R..sh.e 1n'nr 11 e-...
COMPACTED FILL DENSITY TEST REPORT oc AccEnAact DATE CONTRot.MO. fit.E MO.
- 1. PROJECT NO.
2.DATE PAGE OF C. SPEC. NO.
- 5. DRAWING NO.
- 6. TESTED WEEK OF i.
4. 9. 10. 11. 12. 13. 14 15. 16. 17 Is. 1s. ,DEM TEST. ELEV. IN PLACE MOISTURE IN PLACE DRY MAX. LA B. DRY DATE TEST E PERCENT ED LOCATION M WET CONTENT DENSITY SOIL CLASSIFICATION DENSITY TAKEJ NO* DENSITY COWACTION REMAfKS 8Y TEST FINAL ORA E 1%) (L8/C.F.) EL81C.F.) (L81C.FJ gp y 1 F
- 20. PRE 7ARED BY (Segnetwel DATE
- 21. RESPONSIBLE ENGINEER DATE l
~
8 BLOCK NO. ENTRY INFORMATION - OC C1 1. Project number, 2. Date nf report. 3. To be signed and d.ited by the Quality Control Engineer signifying the form has been reviewed for completeness and correctness. The form will then be routed to the Quality Control Documentation Coordinator for completion of this block. 4. Control specification number. 5. Drawing number or numbers applicable. 6. Date of tests. Saturday through Friday week. 7. Date of individual compaction test. 8. Test number, 9. Name of person performing test. 10. Test location. 11. Elevation of test.' 12. Depth of test below final grade. 13. In place wet density. 14. Moisture content. 15. In place dry density. 16. . Soil classification. 17. Maximum laboratory dry density. 18. Percent compaction. t 19. Remarks. 20. Segnature and date of person preparing this report. 21. Signature and date of the Responsible Engineer signifying that the work is com-i plete and in accord with drawings and specifications. l 6 O T s 7 a. n m ncits. scfu~ cos
l' O o E N s< T* E. a o L c 6F FC t S c K N R O ^T N A E M p L G E O A R c R P c T a N c O a C A 6 1 T DTL NSU EES BTE .s R I deim. r H uqM ET . R. e L I 1 IGI 4 SNS NEK ERI t tl TT su S es .Te 3 R 1 E d. e TA H mm T eM D. DG3 . e 2 8 1 R. 2 LN3 EEK IYRI t tl T su S e s Te 1 R P T 1 SN R de I. O N 8 rim P OI e uqM A E T L. 0 R A ;g R, 1 7 Gg 1 T N t? S O su t L es E E TeR T 9 R RE A AZ B BIS E s e R E RD AA SRG e F R E E N) N OR I IE G TO N AM E CU D I YR FN L I O TT EIT NA FA EE DH YR O I( BO B N DA T EL C T E ET LS J o PE O 6 R MT P. OO C T. 1 O' El BA N T O T T S TI E SM T K8 CU OS .s LO ST ER E S T /l IO ST E EA HR TD TP m e l l
BLOCK NO. ENTRY INFORMATION - N C6 1 1.* Project number. 2. Date of,rencert. 3. To be signed and dated by the Quality Control Engineer signifying the form has beer. re. viewed for completeness and correctness. The form will then be routed to the Quality Control Documentation Coordinator for completion of this block. 4. Date test performed.
- 5.
- Laboratory Test number.
- 6.
- Heat number (s) of which material is representative.
~
- 7.
- Grade of steel, i.e.,40. 60 or 75.
- 8.
- Size of bar sample,i.e.18's.14's.
9. Result of elongetion test. 10.* Minimum percera elongation required by specification. 11. Result of yield test. 12.* Minimuen yield strength required by specification. 13. Result of tensile test. 14. Minimum tensile strength required by specification. 15. Result of bend test. 16. Attitional information pertain!ng to test resu.Its when required. 17. Signature of the testing laboratory supervisor.
- Information to be entered by assigned Fieid Engineer. The Rebar Test Report Form 00 C6 snail accompany the specimens to the Test Laboratory for completion.
4 h I f A% . g.rtDty 6, s,e.e1 1.2 ct- *}IO i
a 3. CADWELD PRODUCTION AND TEST REPORT O.: acce,TaNec o4Tc CONTROL NO. FILE NO.
- 1. PROKC f NO.
2.DATE PAGE OF 8SPUCE f SLEEVE POWDER POSITION pp g. VISUAL INSPECTION DESTRUCTlvE TESTING kOTTED NO. h' LOT NO. LOT NO. y g g HEAT lo. II. 12 13. E_g Taphole Centg. TENSILE RESULT TYPE FAl_ LORE AVG
- TENSILE ON DWG.
REMARKS 14 15 NO. 24 No$h e
- 18. B AR SIZE
- 19. GR ADE
- 20. SERIES T-O s-O f
25.*rYR 2 F. FOREM AN TOTAL
- 3. T ESTED SY OATE TO DATE
- 21. OPFR ATOR'S NAME
- 22. BADGE No.
- 23. CREW NO.
- 23. rsELO ENGINEER / TECH.
DATE
- LABORA TORY USE ONL Y S - SA TISfACTOR Y U - UNSA TISfACTOR Y
SLOCK NO. ENTT.Y INf'OflMATION - OCCS 1. Prosect number 2. Dateof report. 3. To be signed enst dated by the Quality Control Engeneer signifying the form has been reviewed for completeness and correctness. The form will then be routed to the Ovality Control Documentation Coordenetor for cornpietion of this block. 4. Numerical splice number 5. Type of test splice. S = Sister Spisce i P = Production Splice S. Sleeve Lot Nurnber. This is found on shipping container. 7 Powder Lot Number. This is found on container. S. Position in which the splice was performed, by en "X" in the appropriate block. 9. Verify minirnum pre-heet temperature per socification by a temperature croyon and indicate results: S Satisfactory = U= Unestiefectory 10. Inspect both ends of the sleeve and compute void limit es stated in the Specification and Indicate re-euits as: S = Satisfactory U= Uneatisfactory 11. Visually inspect top hole for slag or generally porous metal and indicate inspection results as S = Satisfactory U* Unestiefecsery 12. Visually inspect for centering to confirm that the her ende are properly centered in the splice sleeve. Indicate results of inspection as: 13. Result of Tensile Test when test has been indicated in Stock S. 14. Nature of feiture. (Ser. Siseve. Pull out). 15. Moving everage for this series, position grade and size bar for this operator. F 16. Location drawing number on which this splice has been plotted. 17 The remarks column will be used for rejection notatione. 18. Oor sin, i.e.,1B*s. I4*e. t9. Grade of bar,ie.,40.80. 20. Indicate series "T" or "B" by en "X" in the appropriate block. 21. Splice Operator's full nome. e 22. Splice Operator's employee badge number. 23. Splice operator's unique crew number, i 24. The number of the various type welds performed today by this crew by totalling all X's in sesh solumn for each type. 25. The total to<iste figures posted on the report as total forwarded j 26. The suoi of today's total plus the total forwarded for each type and positiert. i 27. Signature of the Crew frovemen. 28. Signature end date of the Field Engineer signifying that the work is cornplete and in aceerd with drouvenes and specifications. 23. Signature of Testing Laboratory Supervisor. Note: The completed report shall become the latest entry of the Cadweld Quality Control Ledger. A form shall be prepared for each her sire, grade and series Cadwelded. If more then one else grede or series Cadweld was performed by any one creso during any one shift it shall require en i equel number of forme. An esemple of a splice nurnber would be Tl1V508 derived from: Y I 1 V - 90 8 Sister spides Y en thes posetson, ee poestion of weed Crew Number ~ I -,v a ,w ,.,,.-e, n ---n, ,w,. e
BLOCK ND. ENTT.Y IN FCCM ATl!N - OC-C8 5. Protect numhar 7. Date of report. 3 To be signed anit dated t>y the Ovality Cc trol Engineer s>gnitymg the form has been reviewed for completenew.and correc' ness The form ill then be routed to the Quality Control Documentation Coordinator for completion of this block 4. Nusnerical splice number. 5 Ty p.. e.f t. I .,t.e e-S '..:ae Tt..;c P ' Pru.An t.on 5.nl.ce 6 Sleeve Los Number. This is found on shipping container. 7. Powder Lot Number. This as found on container. 8. Position m which the splice was performed. t*y an "X" m the sopropriate block. 9. Verity m.mmum pre heat temperature per specification by a temperature crayun and indicate results Satisfactory S
- U=
Unsatisfactory 10 Insect both ends of the sleeve and compute vo d hmet as stated in the Specification and indicate re-sults as: Satisfactory S = U= Umatisfactory 11. V6sually inspect tag hole for slag or generally porous metal and indicate mspection results as-Satisfactory S U* Unsatisfactory 12. .V% Wly inanect for centering to conferm that the bar ends are properly centered in the slice sleeve. Ind cate resatts of mspection as: 13 Result of Tensile Test when test has been indicated in Stock 5. 14-Nature of f asture, f 8ar, Sleeve, Pull out h 15, Movmg ever. ige for this seres, pos. tion grade and size bar for this operater 16. Location drawieg r* umber on which this splice has been plotted-17. The remarks coeurnn will be used for rejection notations. 19 Dar site. i e,18's,14's. 19. Grade of bar, e e.,40,60 2J Indicate series "T" or "8" by an "X" in the appropriate block. 21 Splice Operato'e's futt name. 22. Splice Operstor's emp8oyee badge number, 23 Schce operator's umque crew number. j 24. The numne of the various type walds performed today by this crew by totaal c.g all X's in each column for each type. 25 The total to4 ate figures posted on the report as total forwarded. 26 The sum of today's total plus the total forwerded for each type and position. S.gnature of ne Crew Foeeman. 27. t 28 Signature ar'd date of the Fietd E ngineer signifying that the work is complete and in accord nith drawings and specificatens. 29 Sagnature of Testmg Laboratory Supervesor. Note: The completed repert shall becorne sne latest entry of the Cadweld Quality Control Ledger. A form shall be prepared for exh b.it tire, grade and series Cartweeded If more than one size yade or series Cadweltf was perforrned by any one crew during any one shif t it shall require an equal number of forms. An example of a sphce number would be TilV505, derrved from: Y 4 1 V SO S Sister vlice Numher of welds performed.on this sete and grade har inithis position ~ ~ " ~ @6 pos... of w~ Crew Num e t B <% */ IS g,q,s, AphsME 4 SM C'*".
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